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HomeMy WebLinkAbout2507 LA MACARENA AVE; ; CBR2021-0848; PermitBuilding Permit Finaled Residential Permit Print Date: 07/27/2023 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2507 LA MACARENA AVE, CARLSBAD, CA 92009-9126 BLDG-Residential 2550705300 $127,186.50 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Permit No: Status: (city of Carlsbad CBR2021-0848 Closed -Finaled Applied: 03/25/2021 Issued: 07/07/2021 Fina led Close Out: 07/27/2023 Final Inspection: 06/20/2023 INSPECTOR: Alvarado, Tony de Roggenbuke, Dirk Kersch, Tim Renfro, Chris Dreibelbis, Peter Description: BUCKLEY: ADDITION MASTER BEDROOM 2ND FL (734 SF)// (75 SF) GARAGE EXTENSION Applicant: Property Owner: JON MEHNERT 1209 FALL RIVER WAY CO-OWNERS JOSEPH V AND MELISSA L BUCKLEY SAN MARCOS, CA 92078-5434 (760) 727-3000 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) 2507 LA MACARENA AVE CARLSBAD, CA 92009 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL Total Fees: $1,770.71 Total Payments To Date: $1,770.71 Balance Due: AMOUNT $725.40 $507.78 $66.00 $175.00 $92.00 $182.00 $6.00 $16.53 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees1 dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Job Address2507 La Macarena Ave Suite:, ____ APN: 255-070-53-00 CT/Project #:, _________________ Lot#: I Year Built: _1_9_7_6 ______ _ Fire Sprinklers: 0Es0 NO Air Conditioning:Q YCS 0 NO Electrical Panel Upgrade: QvEs0 NO ljj Addition/New: 734 Living SF, ____ Deck SF, Patio SF,75 Garage SF __ Is this to create an Accessory Dwelling Unit? OY 0N New Fireplace? Ov 0 N, if yes how many? __ [] Remodel:._5_3_5 ___ SF of affected area Is the area a conversion or change of use? Ov 0N I_! Pool/Spa:. ____ SF Additional Gas or Electrical Features? ___________ _ []Solar: KW, Modules, Mounted:0Roof 0Ground, Tilt: 0 YON, RMA: 0Y 0N, Battery:OY ON, Panel Upgrade: Ov ON D Reraot: -----------------------------Iii Plumbing/Mechanical/Electrical Ci Only: Other: New bath upstairs, Remodeled bath downstairs This permit is to be issued in the name of the Property owner as Owner-Builder, lfcensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. Name: Joe and Melissa Buckley Address: 2507 La Macarena Ave City: Carlsbad State: CA Zip: 92009 Phone: 760 427-4857 Email: joe.buckley@lqcinc.com Name:Jon Mehner! Address: 1209 Fall River Way City: San Marcos State:,..:C.:..A:._~Zlp: 92078 Phone: 760 727 -3000 Email: joe.buckley@gcinc.com □ Ii) Architect State License: _C_1..;.3_33_4 _______ _ Name: Jon Mehner! Address: 1209 Fall River Way City: San Marcos State:~Zlp:._9_2_07_8 __ _ Phone: 760 727-3000 Email: jon.mehnert@cox.net Name:Jaime Torr~s/ )I (0 t-JsTfZL!<:\! D1-J ""' D \) G'i ~ ,J(_ - Address: 3 54<o /1, \I GI--\ I DA l\-\v(Dj2'.D '.'>A- City: 6 5<-·o N t> i Do State: C::A Zip: qzx,L.c7' Phone( b I'( ) 2--0 B · G & b Cf , Email:' fc..o n sf n.1c.tlon._ fflc 'lB e:., ma I f • corn. State cense/class:CA '' 1 Bus. License: 'f72.S 3~ "---1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: REV. 08/20 i hereby uffitm under µenuliy of pe1jwy ilwt I wn licensed w1de1 p1ovi5io11s of Cfwpte, 9 (co1111ne11ci11g wit/1 Seci'/011 ?VOO) of Uivi.~ion 3 ()f the Busin~s<: ,;ind Profe<:sions Cmlf', n11rl m11 lio:.nse is in f11II foru~ nnd Pff Pct. I nlso r,ffinn 11nrJrr penalty of pF?rjllry nnr. of thf' following declarations: l_ll have and wltl maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is issued. Policy No. ___ _ 01 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, fort~e pei:ormanc:. of_thewo~ for which this permit is ls~ue4__\J M'f""'rk,.,~, rnrnp,,,,~;itlnr, 1m1ir;,ru:,, r;,rriN ;inrl riolin;ni,mher ;Jff>: lnsuranr:PCOm!}anv Name: srfi,,;.rt:-~_.qJ~..\f_0.t-)S,....llol-J 1 N s. + .-.JD Polley No, _____________________________ Expiratian Date: _________ _ 0 Certitlcate of Exemption: I certify that in the performance of the work for winch this permit js issued, I Shi!U not employ any person in any rnanr1er so os lo become subject to the WOfkers' compensation Laws of CalifOfnia. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to crlmlnal penalties and civil fines up to $100,000.00, In addition the to the cost of compet1sation, damages a5 provided for In SecUon 3706 of lhe Labor Codi", lntere5t and aUorney's fees. I hereby affirm that there is a construction lending agency for the performance of the work thts permit is Issued (Sec. 3097 (i) Civil Code). tender',i; Name:______________ L-,nder's Address: ···--·-----· -=t,· CONTRACTOR PRINTrij\-1 I >'IC-T"' \?· \ZC S SIG!'€. \ • -C ·~ DATE: I hereby affirm that I am exempt from Contractor's License Law for the following reason: QI, as owner of the property or my employ~es with WiJge~ as their sole compensation, will do the work and the structure is not intended or offered for sale (5cc. 7044, Business and ProfessJ005 Code; The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work hlmself or through his own employees, provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale}. LJ1, as owner of the property, am exdus1veiy conuachng with licenseti comraccors to cons.truc.t the project jSec. 7044, Busines~ and P,ufe~~iom Cutle: Tl,~ Contractor's License Law does not apply to an owner of p1operly who build!. or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the contractor's lk:ense law). D t am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: [}owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. 0 Owners uAothorked Agent Form" ha~ bP.f!'n filled out, signed and attached to this application givinp the agent authority to abtain the permit on the owner's behalf. Cy rny .ilgnature bt:low I .ic:knowlHlgoc: tlmt, excep~ fc,r nr•r pe,·.>.onal rcsideiitc in whkh J 1rius:; have re.>.ided for at least 0111:: year prior to compl<=tion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed cvntr;;Gtc,~. / :.:nd:Jr:;tor.d thm:::: ::opy cf tl:cap;!ica!J!e .'aw, S/J::t!on 7011 of the Bus!.~e!s ar.dP,afenb.'1£ U)de, h ~i1ai!ab!e !.!par. requer! wh!.'"rr ,.hfr ,:,ppliwti,:,n ;~ submitted or at the /of/owing Web site: http://www.leglnfo.rn.gov/cnlnw, html. OWNER PRINT: SIGN: _________ DATE: _____ _ By my signature be/o-.,-.,~ 1 ce;t~C., thut: I am the property owner or State a/ Ca!ifornia Licensed Contractor or authorized to act on the property owner or contractor's behalf. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for lnspemon purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST All LIABfHTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construaion of !;tructures over 3 starie5 in height. APPLICANT PRINT: SIGN: DATE: ----------- 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760"602-2719 Fax: 760-602-8558 Email: 2 REV. 08/20 ., t''-.hrn+- '-"--•~--"-~ r • ~--- (_~a f} S 03 Cl OWNERS AUTHORIZED AGENT FORM B-62 Development Senn,,,, Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'S AUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a bullding permit, the owner's third party agent must bring this slr,ned form, which /dentifies,,the agent and the owner who s/he is representing, ond for what Jobs s/he may obtain permits. The form must be completed in it> entirety to be accepted by the City for each separate permit application. Note: The fallowing Owner's Authorized Agent form Is required to be completed by the property owner only when designating an agent .to apply for a construc:tion permff an his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. Scope of Construction Project (or Description of Work): 13-4' $, .,PsrA,n.S /\OD, r-,..-, , 7 'S SI" 'ie'!"'<,".. (..,.,.,-,_ '°"' Project Location or Address: ""Z-'So7 t..../3. ~1•.c...13. lj,,oi:,,-.>,'1 p..>t:., ---- Name of Authorized Agent: ______ ..:>=o=....,'--· --'-'""=i'.-~.,'-'~"''-~'",._'--r''--------Tel No. l4>o '72# • 'i,oeo, I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. 9, ~ 3/19/21 PropertyOWner's Slgnature:_0-1,,_t:':" __ v_* _____________ Oate: ______ _ l PERMIT INSPECTION HISTORY for (CBR2021-0848) Permit Type: BLDG-Residential Application Date: 03/25/2021 Owner: CO-OWNERS JOSEPH V AND MELISSA L BUCKLEY Work Class: Addition Issue Date: 07/07/2021 Subdivision: CARLSBAD TCT#73-18 UNIT#01 Address: 2507 LA MACARENA AVE CARLSBAD, CA 92009-9126 Status: Scheduled Date 06/19/2023 06/20/2023 Closed -Finaled Expiration Date: 09/12/2023 IVR Number: 32353 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector 06/19/2023 06/20/2023 Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS April 26, 2023: 1. Previous inspections completed per inspector representative Dirk on March 16, 2023. 2. City inspector approved electrical main service panel upgrade and change out to new electrical main service panel. 3. City inspector Dirk released new main electrical service panel upgrade to SDGE on March 16, 2023: 4. Building inspector Tony Alvarado did not conduct new main electrical service panel upgrade or released to SDGE. New Electrical Work and Building inspections was already completed. TEXT Waiting on contact info BLDG-Final Inspection 214604-2023 Failed Tim Kersch Checklist Item COMMENTS BLDG-Building Deficiency N show in inspection window. BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By TEXT Angie Teanio 619-701-5292 Derek BLDG-Final Inspection 214750-2023 Passed Checklist Item BLOG-Building Deficiency BLDG-Plumbing Final BLOG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio Angie Teanio COMMENTS N show in inspection window. TEXT 619-701-5292 Derek 619-701-5292 Derek Tim Kersch Thursday, July 27, 2023 Reinspection Inspection Passed No Created Date 04/25/2023 Reinspection Passed No No No No No Created Date 06/16/2023 Passed Yes Yes Yes Yes Yes Created Date 06/16/2023 06/19/2023 Incomplete Complete Page 4 of 4 PERMIT INSPECTION HISTORY for {CBR2021-0848) Permit Type: BLDG-Residential Application Date: 03/25/2021 Owner: CO-OWNERS JOSEPH V AND MELISSA L BUCKLEY Work Class: Addition Issue Date: 07/07/2021 Subdivision: CARLSBAD TCT#73-18 UNIT#01 Address: 2507 LA MACARENA AVE CARLSBAD, CA 92009-9126 Status: Scheduled Date 11/07/2022 11/14/2022 02/07/2023 03/16/2023 04/26/2023 Closed -Finaled Actual Inspection Type Start Date 11/07/2022 BLDG-16 Insulation Checklist Item Expiration Date: 09/12/2023 IVR Number: 32353 Inspection No. 195949-2022 COMMENTS Inspection Status Cancelled BLDG-Building Deficiency 11/14/2022 BLDG-17 Interior Lath/Drywall Checklist Item 196435-2022 COMMENTS BLDG-Building Deficiency 02/07/2023 BLDG-31 Underground/Conduit - Wiring Checklist Item 202477-2023 COMMENTS Passed Failed Primary Inspector Chris Renfro Tim Kersch Dirk de Roggenbuke BLDG-Building Deficiency 2/7/23 electric trench. Work not ready for inspection 03/16/2023 04/26/2023 TEXT NOTES Created By Angie Teanio 619-647-6940 Amber// Trench inspection BLDG-31 205651-2023 Passed Dirk de Roggenbuke Underground/Conduit - Wiring Checklist Item COMMENTS BLDG-Building Deficiency 2/7/23 electric trench. Work not ready for inspection NOTES Created By TEXT Angie Teanio 619-647-6940 Amber II Trench inspection Angie Teanio 619-368-0185 Daniel BLDG-33 Service 205708-2023 Passed Dirk de Roggenbuke Change/Upgrade Checklist Item COMMENTS BLDG-Building Deficiency NOTES Created By TEXT Angie Teanio 619-368-0185 Daniel BLDG-Electric Meter 205729-2023 Passed Dirk de Roggenbuke Release Checklist Item COMMENTS BLDG-Building Deficiency BLDG-33 Service 209200-2023 Withdrawn Tony Alvarado Change/Upgrade Thursday, July 27, 2023 Reinspection Inspection Reinspection Incomplete Passed No Complete Passed Yes Reinspection Incomplete Passed No Created Date 02/06/2023 Passed Yes Created Date 02106/2023 03/15/2023 Passed Yes Created Date 03/15/2023 Passed Yes Re inspection Complete Complete Complete Incomplete Page 3 of 4 PERMIT INSPECTION HISTORY for (CBR2021-0848) Permit Type: BLDG-Residential Application Date: 03/25/2021 Work Class: Addition Issue Date: 07/07/2021 Status: Scheduled Date 09/23/2022 10/04/2022 10/12/2022 10/14/2022 10/24/2022 Closed -Finaled Expiration Date: 09/12/2023 IVR Number: 32353 Actual Inspection Type Start Date 09/23/2022 BLDG-13 Shear Panels/HD (ok to wrap) Checklist Item Inspection No. 192460-2022 COMMENTS BLDG-Building Deficiency 10/04/2022 BLDG-13 Shear 193306-2022 Panels/HD (ok to wrap) Checklist Item COMMENTS BLDG-Building Deficiency 10/12/2022 BLDG-84 Rough Combo(14,24,34,44) Checklist Item 193890-2022 COMMENTS Inspection Status Failed Passed Failed BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) No contractor on site BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 10/14/2022 BLDG-84 Rough Combo(14,24,34,44) 194145-2022 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Need dry in. 10/24/2022 BLDG-84 Rough Combo(14,24,34,44) 194836-2022 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS Failed Passed Thursday, July 27, 2023 Owner: CO-OWNERS JOSEPH V AND MELISSA L BUCKLEY Subdivision: CARLSBAD TCT#73-18 UNIT#01 Address: 2507 LA MACARENA AVE CARLSBAD, CA 92009-9126 Primary Inspector Reinspection Inspection Tim Kersch Reinspection Incomplete Passed No Tim Kersch Complete Passed Yes Chris Renfro Reinspection Incomplete Passed No No No No No Tim Kersch Re inspection Incomplete Passed No No No No No Chris Renfro Complete Passed Yes Yes Yes Yes Yes Page 2 of 4 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2021-0848) Permit Type: BLDG-Residential Application Date: 03/25/2021 Owner: CO-OWNERS JOSEPH V AND MELISSA L BUCKLEY Work Class: Addition Issue Date: 07/07/2021 Subdivision: CARLSBAD TCT#73-18 UNIT#01 Status: Closed -Finaled Expiration Date: 09/12/2023 Address: 2507 LA MACARENA AVE IVR Number: 32353 CARLSBAD, CA 92009-9126 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-33 Service 205650-2023 Cancelled Dirk de Roggenbuke Reinspection Incomplete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency No NOTES Created By TEXT Created Date Angie Teanio 619-368-0185 Daniel 03/15/2023 06/20/2022 06/20/2022 BLDG-11 185215-2022 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/30/2022 06/30/2022 BLDG-11 186075-2022 Failed Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 07/05/2022 07/05/2022 BLDG-11 186242-2022 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/02/2022 08/02/2022 BLDG-15 Roof/ReRoof 188263-2022 Partial Pass Tim Kersch Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/11/2022 08/11/2022 BLDG-15 Roof/ReRoof 189018-2022 Partial Pass Tim Kersch Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/07/2022 09/07/2022 BLDG-21 190968-2022 Partial Pass Peter Dreibelbis Reinspectlon Incomplete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No Thursday, July 27, 2023 Page 1 of 4 DAN HUFF INSPECTIONS 2064 Meadowlark Ranch Circle (858) 583-3959 City of Carlsbad DATE San Marcos, CA 92078 CERTIFIED INSPECT4111, .. ...,.1o1_.11ia COVERING WORK PER WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF JOBADDREs5250 L"' OWNER OR PROJECT NAME DESCRIBE MATERIAL JOB NO. ~2~ 2022 1 /16 12°2-- r:::BbMLD~~i&lOftst} SPRAY-APPLIED FIREPROOFING 0 PRE-STRESSED CONCRETE O EPOXY D OTHER ______ _ 0 REINFORCED MASONRY ~ WOOD FRAME DETAILED REPORT LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC OF WORK INSPECTED ... INCLUDES INFORMATION ABOUT· AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED. NUMBER, TYPE AND /DENT. NO'S OF TEST SAMPLES TAKEN, STRUCT. CONNECTIONS (WELDS MOE, H.T. BOLTS TORQUED) CHECKED; ETC INSPECTOR (PRINT ) ~ I CERTIFICATE NS)tZ( ~06S-t 7'1/ • SIGNATURE: DATE SIGNED: ? CERTIFICATION OF COMPLIANCE: to the best of our knowledge, all of the reported work, unless otherwise noted, sustantially complies with approved plans, specifications, and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering pin Ion or project control. civil engineering structural design land surveying STRUCTURAL CALCULATIONS ADDITION JT CONSTRUCTION 2507 La Macarena Carlsbad, CA 92009 Job No: 21-511 March 4, 2021 CITY 27315 Valley Center Road-Valley Center, CA 92082 -(760) 749-8722 -Fax (760) 749-9412 Email: wynneng@wynnengineering.com -Los Angeles (310) 306-9728 -Fax (310) 306-2129 CBJt_~21-aL1i JOB: WYNN ENGINEERING INC. 27315 Valley Center Road SHEET NO: OF: Valley Center, CA 92082 CALCULATED BY: DATE· (760) 749-8722 (760) 749-7493 Fax CHECKED BY· DATE· SCALE: STRUCTURAL DESIGN SPECIFICATIONS BUILDING CODE-2019 California Building Code & ASCE 7-16 WOOD FRAMING -Design per 2018 NOS Specification for Wood Construction & Supplement Douglas Fir-Larch graded per WCUB or WWPA grading rules as follows: Member T't£_e Grade Fb(~_i) Member Ttpe Grade Fb {psil Joists No 2 900 Studs STUD 700 B~_ams (?x -_±_~ No 1 1000 _f'_osts (4x) _ No 1 1000 --· ··-------·· .--·---.------- Beams(§x or large~ __ B_&S _ _NQJ 1350 _p~st~ (6x or la_~getj_ P&T No 1 1200 -----.------·--· ----- STEEL-Design per AISC Specification 360-16 Hot rolled steel complying with ASTM specifications as follows: Section Grade Fy/Fu (ksi) Section Grade FyJFu (ksi} \f'J -Wid_e E_!ang~ A992 50 / 65 -~ta~dardPip~---A53 Gr B 35 / 60 ----------.-------·· ------ HSS -Tube A500 Gr C 50 /62 Plates & Misc A36 36 / 58 WELDING -E70XX Electrodes with Fy = 70ksi unless noted otherwise in calculations CONCRETE -Design per CBC Chapter 19 and ACI 318-14 Specification for reinforced concrete Concrete fc = 2500psi at 28 days unless noted otherwise in calculations. Type II Cement CONCRETE MASONRY -Design per CBC Chapter 21 and TMS 602-16 Specification for Reinforced Masonry Medium wei9ht solid 9routed CMU with fm = 2000esi unless noted otherwise in calculations Mortar -Tvne M or S ~r~u!_!g__~_ ?900ps_[ ------·--· ----------··· ---· --·· ··-· ----· -· STEEL REINFORCING -Bars complying with ASTM A615 (A706 for Welded Bars) as follows: Bar Size Grade Fy (ksi) Bar Size Grade Fy (ksi) #3, #4 A615Gr40 40 #5 and larger A615Gr60 60 STRUCTURAL COMPOSITE LUMBER -Manufactured by Trus Joist per ICC-ER ESR-1387. Member Type Grade Fb (psi) Member Type Grade Fb (psi) Parallam (PSL) ___ OF -2.0E 2900 Timberstrand (LSL) DF-1.7E --2600 -----------------------· ---·· Microlam (LVL) DF-1.9E 2600 GLUE LAMINATED LUMBER-Douglas Fir-Larch Combination 24F-V4 unless noted otherwise in calculations MANUFACTURED WOOD I JOISTS -T JI Pro series by Trus Joist per ICC-ES ESR 1153 RETROFIT EPOXY -Hilti RE-500 V3 designed pet ICC ER-3814 ot Simpson SET-XP designed per ICC ESR-2508 JOB WYNN ENGINEERING INC. 27315 Valley Center Road SHEET NO.: OF: Valley Center, CA 92082 CALCULATED BY: DATE: (760) 7 49-8722 (760) 749-7493 Fax CHECKED BY: DATE: SCALE: GRAVITY STRUCTURAL LOADS ROOF LOADS Load (psf) FLOOR LOADS Load (psf) Dead Loads 25.0 Dead Loads 16.0 -~l~y Til~.Ro~ 10.0 £i~i~_h Floorj_~_ --3.0 -------· --· ---· --·· - 3:S f_lyy,.,ood Qecklng_ ·-· -· ----2.5 Pl~oo!1 De~king __ ---.-----· Framing 4.0 Framing 4.0 Insulation 0.5 Insulation 0.5 Drywal~--2.5 Drywall 2.5 -----· -----· ------------------·--·- Mechanical 1.0 Mechanical 1.0 -------·---· -------·-----------IT Solar/Misc. 4.5 Misc .------.------···----------------------- --------· ----· ---· ----·---------------·· Live Load 20.0 Live Load -General Residential 40.0 Total Load 45.0 Total Load 56.0 WALL LOADS Load (psf) Dead Loads Exterior Walls -Stucco 15.0 Interior Walls 10.0 -------------·---- Lateral Live Load -Code Minimum 5.0 WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749-7493 Fax SEISMIC STRUCTURAL LOADS Risk Category Soil Profile ---- Response Modification Factor Importance Fact0r - Structure Period R I 20.0ft JI -------D Ct 0.020 X 0.75 ~r .. ~ 0_._1 a9~ TL 8.000s l.5*Ts 0.680s -· --· ------- EQUIVALENT LATERAL FORCE PROCEDURE C = pSDS ' (RI[) (Eq 12.8-2) = 016 (Eq 12.8-3) = 0.39 Note: Where a soils report is not provided the exceptions given in ASCE 7-10 11.4.8 are used. VERTICAL DISTRIBUTION Heiaht P,,ea h, ~ Level " •' A Roof 20 734 B Floor 9 1620 ----------·- C Low Roof 12 886 ------------r-----D E - ------------------r F Diaph w., psf 25 16 25 ---- ---- * These are Ultimate Loads, Multiply by 0. 7 for ASD WIND STRUCTURAL LOADS Mean Roof Height Roof Angle Basic: Wiri"d ?peed h 20.0ft __ t 20deg ___ _1_0_0 mi,h JOB: SHEET NO.: ---- CALCULATED BY· CHECKED BY: DATE: _______ _ SCALE Mapped 0.2s Acceleration Ma!Jped LoSAccelElration 0.2s Site Coefficient 1.0s Site Coefficient Design 0 .2s Acceleration Design 1.0s Accel_eration Redun_dancy factor _ Seismic Design Category C, 0.5pS, h S , ;, ---w en 1 :?: 0.60 • (R /1) C, ~ 0.044Sn.s/;, 0.01 Ss __ 1.02 Si 0.37 Fa 1.20 F, 1.50 S0:, 0.82 --~--0.37 p (Eq I 2.8-6) (Eq 12.8-5) 1.30 D = 0.04 Governing Seismic Response Coefficient c, = 0.16 Weir1ht Wall Story w, w, pst kip 7.5 23.9 15 50.2 ------·--7.5 28.8 --------- ------- 102.9 Importance Factor Exposure Factor -C TD!Jographic t=:actor MomentL h,xw, ft-kip % 477 37% 452 35D/o ~ -27% 346 ~----- ---------- 1275 100% ZONE Fx' l'~xLwxx% kip 6.3 6.0 -------4.6 ---- ------ 16.B psf 8.6 3.7 5,1 ----- --- 1.00 1.29 1.00 - Lateral Pressures Vertical r'ressures ASCE 7-16 Figure 28.5-1 Design Pressure P, psf psf A 22.0 28.4 B 1. -5.8 -7.5 * These are Ultimate Loads, Multiply by 0.6 for ASD C I 14.6 18.8 ' D E F G H -3.2 -19.1 -13.3 -13.3 -10.1 -4.1 -24.6 -17.2 -17.2 -13.0 JOB WYNN ENGINEERING INC. 27315 Valley Center Road SHEET No.· OF: Valley Center, CA 92082 CALCULATED BY· DATE: (760) 7 49-8722 (760) 749-7493 Fax CHECKED BY· DATE: SCALE: SOILS PARAMETERS & LOADING Parameters Based on 2019 California Building Code (!1610.1 & T1806.2} General Soils Parameters: Allowable Net Soil Pressure at Minimum Depth 1500 psf Minimum Footing Depth 12in Minimum Footing Width 12 in Coefficient of Friction 0.25 Passive Pressure -EFP 100 pcf Retaining Wall Soils Parameters: Allowable Net Soil Pressure at Minimum Depth 1500 psf Minimum Footing Depth 12 in Coefficient of Friction 0.25 Passive Pressure -EFP 100 pcf At Rest Pressure -EFP 60 pct Active Pressure -Level Slope -EFP 45 pcf Active Pressure -2:1 Slope -EFP 65 pcf WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 7 49-8722 (760) 749-7493 Fax Square Pad Footing Schedule Foundation Parameters Mark A B C D E F G H J Allowable Soil Pressure Concrete Strength Reil)_forcing ~trength Concrete Shear Capacity Minitllumeoiu·mnOiallleter Length L ft in 1 12 1.5 18 2 24 2.5 30 3 36 Depth 2 D 12 12 12 12 --·- 12 d ;n 8 8 8 8 8 oa 1500 osf fc 2500 osi fy 40000 ps_i _ vc 100 psi D_c_ :f._5 -in--- Reinforcing Count Size As Rho > n # sqin % 2 4 0.39 0.41% 2 4 0.39 0.27% 3 4 0.59 0.31% 3 4 0.59 0.25% 4 4 0.79 0.27% ------- 3.5 42 12 8 4 4 0.79 0.23% 4 48 18 14 6 4 1.18 0.18% 5 60 18 14 6 4 1.18 0.14% 6 72 18 14 8 4 1.57 0.16% (1) Concrete Shear Capacity. 1 00psi V" = 2.JT. (2) Depth to Steel. Assume 4in from (3) Minimum Steel Pmrn = 0.0014 (4) Soil Bearing P,, = p ,,L 2 JOB· SHEET NO.: ----OF: ___________ _ CALCULATED BY: DATE-------- CHECKED BY DATE:_ SCALE:-------------------- Capacity Rho (min) 3 % Pu kip Bearing 4 lb Q,e Way 5 lb Two Way~ lb Bending 7 lb 0.14% 1500 9600 18400 42644 0.14% 3.4 3375 14400 18400 28809 0.14% 6.0 6000 19200 18400 32303 0.14% 9.4 9375 24000 18400 25996 -- 0.14% 13.5 13500 28800 18400 28809 ------i--- 0.14%, 18.4 18375 33600 18400 24786 0.14% 24.0 24000 67200 49000 57251 0.14% 37.5 37500 84000 49000 45955 0.14% 49.0 54000 100800 49000 50985 I (5)OneWayShearCapacity P,, = 1.7¢vvc. X 2dL I (6) Two Way Shear Capacity P = _ A. v x 4(D + d)d II I. 7 'f'v < C I '[ !Ply) (7) Bending Capacity P = -", 8 ~' /, I ----" 1.7"' fA-< -' 1.7 J, -- WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749-7493 Fax Wood Post Capacity Schedule (2)-2x6 (3)-2x6 4x4 4x6 d 5.5 5.5 3.5 5.5 b in 3 4.5 3.5 3.5 JOB: ------------------ SHEET NO.: ----OF ----------- CALCULATED BY: DATE: _______ _ CHECKED BY DATE ______ _ SCALE:----------------- Minor Axis is Assumed Unbraced Post Size 4x8 6x6 6x8 6x10 \ 8x8 8x10 7.25 5.5 7.25 9.25 7.25 9.25 3.5 5.5 5.5 5.5 I 7.25 7.25 Fe psi 850 e------- C, 1.15 __ 8_50 ___ 1_50_0 -' __ 15_00 1500 100_0 _11)00_ _1000 J_ 1~00 t-1 1001l_ 1.15 1.15 -1.1 ·r1.05---i 1 1 ; 1 . 1 --------·-- Emin mpsi 0.58 -o.ss --o.~ 0.62: --o-.s2-e o-.5-8 -~ o.58 -~ o.sa ro.5a--I oj3 - - Height If! -ft 4 6 8 10 ---- 12 14 16 20 25 13.85 22.90 ----------· . -------- 10.18 20.78 6.72 17.28 4.56 13.33 17.34 26.37 --·-r-- 11.78 18.25 7.48 11.68 Post Capacity1 Pfl -kips I 33.56 t-· I 23.68 ' I 15.29 29.19 ) 38.47 --1--- 27.56 I 36.34 24.80 '1 32.68 I 5.oo 7.83 I 10.29 20.92 27.57 -----------t-e---------- 3.25 I 10.08 3.55 I 5.56 7.74 2.63 4.13 ------------ 6.07 I ! i 7.31 ! I 5.44 r- i 16.82 22.18 13.35 17.60 -,---- 10.67 I 14.07 j 7.13 I 9.40 I ' 49.09 I 51.54 ------- 46.36 50.10 41.70 47.77 35.18 I 44.26 :297 ---- 39.53 i ! 22.45 l -- 34.09 -- 17.95 I 28.77 12.00 ! 20.31 I 65.76 I ·-1-63.~~ I I 60.94 I I 56.47 --- 50.44 ~43~ I 36.71 ' I 25.91 i 13.67 I 17.45 ----__ L ---------, ------------j ----·- 2 3 30 I Capacity Per 2015 NOS Section 3.7.1 as Follows: Fe' = CF x Cp x F c x A. Gp is calculated as C: _I+ (F'.c, if'. 0 ) P 2c 4 F/-CF x F0; cistaken as 0.8 1 Where l' 9.72 I ' F _ 0.822E '' -(/, Id)" 12.40 JOB: WYNN ENGINEERING INC. 27315 Valley Center Road SHEET NO.: OF: Valley Center, CA 92082 CALCULATED BY: DATE: (760) 749-8722 (760) 749-7493 Fax CHECKED BY: DATE: SCALE: SHEARWALLSCHEDULE MARK' WIDTH ALLOW' NAILING SILL CONNECTION' TOP PLATE SEISMIC WIND SIZE/ SPACING 5/8'' A.a• 16d Nail 1/4"SDS LTP4 G 260 365 6 / 12 54" 6" -30" 3/8 8d H 380 532 4 / 12 42" -12" 20" L 310 435 42" 4" -24" 6 / 12 L2 620 870 24" -6" 12" M 460 645 36" -8" 16" ·-··-~-----------4 / 12 -----~ ---· ---~----------·--- M2 920 1290 18" -4" 8" 15/32 10d N 600 840 30" -6" 12" 3 / 12 N2 1200 1680 15" -3" 6" p 770 1077 20" -4" 1 0" 2 / 12 P2 1540 2155 10" -2" 5" 1 AB values assume CDX grade Plywood or OSB panels 2 Values noted are maximum spacings. lnstan a minimum of two (2) fastenera per p'iece. a) 518" A.B. is 5/8" Diameter A307 J.Bol with a minimum T' concrete embedment. c) 1/4" SDS is SIMPSON SDS 1/4x4.5 (ICC-ESR 2236) 3 Sill and boundary members forwals 'Mth a capacity of 350 plf or greater must be 3in nominal lumber minimum. Na~ing edge distance must be 1 /2" minimum. 4 Anchor bolts must be installed with minimum Jinx Jinx 0.229in plate washers. An anchor must be placed no more than 12" and no less than 7D from each end of the wal. WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 7 49-8722 (760) 749-7493 Fax Joist Schedule Roof Level Joist I Ratter-16" OC Uniform Dead Load -pit Uniform Live Load -plf Load Duration Factor Repetitive Member Factor 33.33 26.67 1.25 1.15 Size Section Properties --- Width fo.;pth ·-··,---· ---· Nominal b d A I s I ;n ;n m' I in 3 ;,, . 2x4 3.50 5.25 I 3.06 5.36 I 2x6 5.50 8.25 7.56 20.80 SHEET NO.: ___ _ CALCULATED BY: DATE:-------- CHECKED BY: Allowable Bending Stress -psi Allowable Shear Stress -psi Modulus of Elasticity-mpsi Fb Fv E __ r,,,axim_um L~_ngth __ --I-------r-:: --- Shear Bending Deflection : Govern L,, L, Le.2-40 Lll3GO I L, • ff • ff • 26.25 6.64 6.82 7.81 I 6.64 41.25 10.43 10.43 900 180 1.6 Design Length L. ft 6.0 10,0 ------- ---+-- ----------- 1 o. 72--l-12~ ----------- 2x8 10.88 13.14 47.63 54.38 13.74 14.13 13.0 ---1.5 --- 1, 7.25 ____ , ------------------~6.1~ 1,:74 --i--------- 2x10 9.25 13.88 21.39 2x12 11.25 16.88 I 31.64 --- 1-;-;:25 -___ \ --- 2x14 19.88 I 43.89 Floor Level Joist/ Rafter -16" OC Uniform Dead Load -plf Uniform Live Load -plf Load Duration Factor Repetitive Member Factor 21.33 53.33 1.00 1.15 98.93 177.98 - 290.78 Size ---------·r---~ Section Properties Nominal Width Depth --,-----·-- b d in ; in i~ I i:3 2x4 2x6 2x8 -----1.5 2x10 2x12 --- 2x14 I 3.50 5.25 j '1 5.50 8.25 I 1. 7.25 f--10.8~ 1. 9.25 13.88 I I 1 __ 1.25 16.88 , -----;-t I 13.25 19.88 i 4AF' wL 2 . LV =--v where V=-=-AF 3WD-,-f, 2 3 V 8SF,, h M wL' s•,.,• --were =--= r,, WD+L 8 3.06 7.56 13.14 21.39 31.64 43.89 5.36 20.80 47.63 98.93 177.98 290.78 69.38 17.54 18.03 I 20.64 84.38 21.33 21.93 25.10 -------- --;5_8--;i -- 99.38 25.12 29.57 Allowable Bending Stress -psi Allowable Shear Stress -psi Modulus of Elasticity -mpsi ~ 1:::: 25.12 I Fb Fv E 17.0 21.0 -- 25.0 900 180 1.6 -- Maximum Length -i---Shear ---BendirlQ ____ Deflection - L,, L, Design Length L. • ff 16.88 26.52 34.96 44.60 5.32 8.36 11.02 14.06 54.24 17.10 20.39 i 19.92 f-------------+--- 63.88 20.14 24.01 ] 23.4 7 14.06 17.10 20.14 ff 5.0 8.0 11.0 14.0 17.0 20.0 l _. 384 E.I '/\140 -~ 5 240w 5 wL' L where a=----= -- 384 Fil 240 D,L 384 r:"I 5 wL' J, L,.%o =] -5-360wL where a= 384 E'J = 360 -- WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 7 49-8722 (760) 749-7493 Fax Wood Header Schedule Roof Level Headers Uniform Dead Load -plf Uniform Live Load -pit Load Duration Factor 4x4 4x6 4x8 3.5 3.50 5.50 12.25 19.25 305 220 1.25 7.15 17.65 30.66 4x10 4x12 4x14 R.2_5 25.38 .25 32.38 49.91 l12:!5 ~9!__8__ ~-Bl_ \ 13.25 46.38 \ 102.41 Floor Level Headers Uniform Dead Load -plf Uniform Live Load -plf Load Duration Factor 348.5 440 1.00 JOB: SHEET NO.: ___ _ CALCULATED BY: OF:----------- DATE:-------- CHECKED BY· DATE; _______ _ SCALE:------------------ 12.51 48.53 111.15 Allowable Bending Stress -psi AJlowable Shear Stress -psi Modulus of Elasticity -mpsi I _7.~ 3:1_7 __ 4,4~ ~3-+ 11.00 5.92 7.04 8.22 ' 14.50 7.80 9.28 I 10.84 I 230-.8-4. -1~.50-9.95 -~_;.;-I 13a311· 415.28 22.50 12.10 14.40 1, 16.81 ' -----+--+ 25.50 14.25 16.96 1. 19.ao I 678.48 Allowable Bending Stress -psi Allowable Shear Stress -psi Modulus of Elasticity-mpsi Fb Fv E 3.77 5.92 7.80 1000 180 1.7 Design Length L, ft 3,0 5.0 7,0 -·---· 9.95 12.10 -·· - 14.25 Fb Fv E - 9.0 12.0 -· 14.0 1000 180 1.7 - Size Section Properties Maximum Length Design Length L, Nominal 4x4 4x6 Width ·1· Depth b d in • in I 3.so I 5.50 A in 2 i 12.25 1, 19.25 s in3 7.15 17.65 in4 12.51 48.53 Shear L,, ff 3.73 5.86 Bending L, ft 2.46 Deflection Lt:.240 ff Lt1Jso ff I Govern i ~ 3.91 4.15 i 2.46 ft 2.0 4x8 4x10 3.5 17~ ---;:3;-.30.66 --1-11-.15. -7-.7-2-~:~:--: :: I ::: i ::: ~ -:::--- f------"---- 4x12 4x14 4AF: wL 2 _. L =--where V =-=-Al- " 3WV+L 2 3 ,_, ss1-~· h M w [.' S' ,• --were =--..:..,Pb WlJ+L 8 415,28 ----- 678.48 _9._85 __ 6.5o_ 1_D:34 10.9_7_ I _::_so_ __s_.o _ 11.98 7.90 14.12 9.31 12.s8 I 13.35 i 7.9o 14.81 \15.72 I s.31 7.0 9.0 384 F'l 5 wl' L L::,.240 = 3 ------where A=----, -= -- 5 240w,,,L 384 El 240 384 E'J 5 wl! !. L = 3 -----where d:... ----~ -- 6360 5 360U\ 384 E'J 360 JOB: WYNN ENGINEERING INC. 27315 Valley Center Road SHEET NO: OF: Valley Center, CA 92082 CALCULATED BY: DATE: (760) 7 49-8722 (760) 749-7493 Fax CHECKED BY· DATE SCALE: HOLD DOWN HARDWARE SCHEDULE FLOOR MARK TYPE A.B.0 CAPACITY FULL 75% NOTES ICC-ER 37 MST37 -2465 1849 U) ----~--------------------· ---a. ~ 48 MST48 -3695 2771 ER-2105 I-U) 60 MST60 -4665 3499 2 HDU2 518" 3075 2306 4 HDU4 518" 4565 3424 ER-2330 U) ~--~ --------------------w ii' 5 HDU5 518" 5645 4234 w ~ ---------I----. -------------------~ ------U) =, 8 HDQ8 718" 7630 5723 0 I 11 HHDQ11 1" 11810 8858 ER-2330 14 HHDQ14 1" 13015 9761 Job: ____________________ _ Sheet No,~: _________ Of: ________ _ WYNN ENGINEERING, INC Colculated By: _______ Date: _______ _ 27315 Valley Center Road Valley Center, CA 92082 Vmcc: 760.749.8722 Fax: 760.749.9412 Checked B~--------Dote: ________ _ Scale: ____________________ _ • • ROOF KEY PLAN 3/32' • 1'-0' Date Plotted: 3/3/2021 2: 16 PM Plotted By: WORK File: C: \USERS\WORK\ONEDRIVE\WORK\PROJECTS\21-511 JT CONSTRUCTION\DWG\CURRENT\S3,0 -ROOF FRAMING PLAN,DWG ©- @- 0- I WYNN ENGINEERING, INC. 27315 Valley Center Road Valley Center, CA 92082 Voice: 760.749.8722 Fax: 760.749.9412 I 77 ---- I I I I I I Date Plotted: 3/4/2021 2: 57 PM Plotted By: WORK l Job: __________________ _ Sheet No'--: ________ Of: _______ _ Calculated By: ______ Date: _______ _ Checked 8"". _______ Date: _______ _ Scale: _________________ _ (3) (3) I s w I ~ s l I') ~ FLOOR KEY PLAN 3/32• -1·-o· File: C: \USERS\WORK\ONEORIVE\WORK\PROJECTS\21-511 JT CONSTRUCTION\OWG\CURRENT\S2.0 -FLOOR FRAMING PLAN.OWG '-I FORTE E MEMBER REPORT Level, Floor: Jl 1 plece(s) 11 7/8" Tll® 360@ 16" OC Overall Length: 22' PASSED 0-----------------------------------0 22' [i] All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allow.d Member Reaction (lbs) 814@ 2 1/2" 1202 (2.25") Shear (lbs) 800@ 3 1/2" 1705 Moment (Ft-lbs) 4348@ 11' 6180 Live Load Defl. (in) 0.543@ 11' 0.540 Total Load Defl. (In) 0.761 @ 11' 1.079 TI-Pro"' Rating 45 40 • Deflection criteria: LL (L/480) and n. (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A struc1llral analysis of the deck has not been performed. Result LDF Passed (68%) 1.00 Passed (47%) 1.00 Passed (70%) 1.00 Passed (l/477) .. Passed (l/340) .. Passed .. Load: Combination (Pattem) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) .. Sys~m : Aoor Member Type : Joist Building Use : Residential Building COde : !BC 2018 Design Methodology : ASD • Deflection analysts Is based on composite action with a single layer of 1 1/8" Panel (48" Span Ratlno) that Is glued and naUed down. • Additional considerations for the TI-Pro"' Ratlng include: 1/2" Gypsum celling, Bea ring Le111t11 Loads to Supports (lbs) Supports Total Avallable Requir.d Dead FloorUve Total Ace-• 1 • stud wall • DF 3.50" 2.25" 1.75" 235 587 822 1 1/4" Rim llollrd 2 • Stud wall • DF 3.50" 2.25" 1.75" 235 587 822 1 1/4" Rim llollrd • Rim Board Is assumed to carry al loads applied directly above It, bypassing the member being designed. Lateral Bracing Bracing Intervals Top Edge (Lu) 4' 5" o/c Bottom Edge (Lu) 21' 10" o/c •TI!Jolsts are only analy2ed using MaXlmum Allowable bracing solutions. •MaXlmum allowable bracing Intervals based on applied load. Comments Vertical Load Location (Side} Spacing 1 • Uniform (PSF) 0 to 22' 16" Weverhaeuser Notes Dead FloorUve (0,90) (1.00) Comments 16.0 40.0 Default Load Weyerhaeuser warrants that the sizing of Its products v.111 be In accordance with Weyerhaeuser product design c~~a and published design values. Weyerhaeuser expressly disclaims any other warrantles rela~ to the software. Use of this software Is not ln~nded to circumvent the need for a design professional as d~rmlned by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculatlon Is compatlble with the overall project. AcceSSOfles (Rim llollrd, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllltles are third-party cert!lled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evalua~ by ICC-ES under evaluatlon reports ESR-1153 and ESR-1387 and/or~~ In accordance v.1th appliable ASTM standards. For rurrent code evaluation reports, Weyerhaeuser product literature and lnstallaUon details refer to www.Wl!yerhaeuser.com/wOodproducts/document-llbrary. The product appllcatlon, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Brian WYNN ENGINEERING (760) 749-8722 A brlanCwynnenglneerlng.corn 3/4/2021 7:46:15 PM UTC ForteWEB v3.l , Engine: VS.1.6.2, Data: VS.0.1.0 File Name: FLOOR JOIST Page 1 / 1 Multiple Simple Beam I : 21 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., Description : Floor Beams Wood Beam Design: FB1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending BEAM Size : Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900 O psi Fv 290.0 psi Ebend-xx 2,000 O ksi Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density 45.070pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0250, Lr= 0.020 k/ft, Trib= 2.0 ft Unif Load: D = 0.0150 k/ft, Trib= 10.0 ft Point D = 0.50, Lr= 0.350 k@ 13.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.454· 1 1,108.02 psf at 11.953 ft in Span # 1 2,442.36 psi Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+H 0.196: 1 51.09 psi at 20.900 ft in Span# 1 261.00 psi +D+H .Q .I. 2.66 2.75 .Lr 0.58 0.65 'ti. .E Wood Beam Design : FB2 l:i ax e ectIons Transient Downward Ratio 0.142in 1860 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.711 in 371 LC: +D+Lr+H Total Upward Ratio 0 000 in 9999 LC: Calculations per NOS 201 8, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DouglasFir-Larch Wood Grade : No.1 Fb -Tension 1,0000 psi Fc-Prll 1,5000psi Fv 1800psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Fl 675.0 psi Eminbend -xx AQplied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0250, Lr= 0.020 k/ft, T rib= 4.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 0.878; 1 1,132.21 psi at 8 125 ft in Span# 1 1,289.21 psi +D+Lr+H ,._ 4x12 1,700 Oksi 620.0ksi Density 31.210 pcf Max fv/FvRatio = fv : Actual : 0.257: 1 16.250 ft Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 57.92 psi at 15.329 ft In Span# 1 225.00 psi +D+Lr+H .Q .I. 0.98 0.98 .Lr 0.73 0.73 'ti. E l:i Ratio 0.201 in 969 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC· Total Downward Ratio 0.471 in 413 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Ie: Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 , .. Wood Beam Design : FB3 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, MaJor Axis Bending Wood Species : DouglasFir-Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fc -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0250, Lr= 0.020 k/ft, Trib= 3.0 ft Unit Load: D = 0.0150 k/ft, Trib= 8.50 ft Design summaey Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 2.250 ft in Span # 1 1,700.0ksi 620.0ksi Density 31 210 pcf Load Comb : Max fv/FvRatio = fv : Actual : 0.305 • 1 355. 76 psi at 1,165.38 psi +D+H 0.179: 1 28.99 psi at 162.00 psi +D+H 0.000 ft in Span # 1 4x6 4.50 ft Fv : Allowable : Load Comb : Max Reactions (kl Left Support Right Support 0 J. 0.47 0.47 l.c 0.14 0.14 Wood Beam Design : FB4 w. f Max Deflections- l:I Transient Downward 0.007 in Ratio 8004 LC: Lr Only Transient Upward 0.00Oin Ratio 9999 LC: Total Downward Ratio 0 030 in 1800 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DouglasFir-Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fc-Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated .¥1d added to loads Unit Load: D = 0.0250, Lr= 0.020 k/ft, T rib= 11.0 ft Unit Load: D = 0.0150 k/ft, Trib= 10.0 ft Point: D = 0.470, Lr= 0.140 k@ 13.330 ft Point: D = 0.460, L = 0.750 k@ 3.330 ft Point: D = 0.540, L = 0.950 k@ 9.0 ft Design summaey Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.745; 1 740.44 psi at 993.22 psi +D+L+H 3.977 ft in Span # 1 Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k} Left Support Right Support 0.510: 1 91.87 psi at 180 00 psi +D+L+H 0 1 .I.! 2.32 0.63 1.00 5.00 1.07 2.07 9.400 ft in Span # 1 E !::! 10.330 fl ax e ectIons Transient Downward 0.034 in 3618 Ratio LC: Lr Only Transient Upward -0.032 in Ratio 2224 LC: L Only 1,700.0ksi 620.0ksi Density 31.210 pcf 3.0 fl Total Downward 0.133 In Ratio 930 C: +D+0. 750Lr+0. 750L +H Total Upward -0.081 in Ratio 884 C: +D+0. 750Lr+0. 750L +H I : Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., Wood Beam Design : FB5 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending BEAM Size : Wood Species : DouglasFir-Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160, L = 0.040 k/ft, Trib= 9.0 ft Design Summary Max fb/Fb Ratio = 0.290; 1 1,700.0ksi 620.0ksi Density 31 210 pct tb : Actual : 315.01 psi at 2.750 ft in Span# 1 ------ Fb : Allowable : 1,087.85 psi Load Comb : +D+L +H Max fv/FvRatio = 0.197: 1 fv : Actual : 35.44 psi at Fv : Allowable : 180.00 psi 0.000 ft in Span # 1 Load Comb : +D+L +H Max Reactions (k) Q L Left Support 0.42 0.99 Right Support 0.42 0.99 Lr 'Ii.. E Wood Beam Design : FB6 BEAM Size : ,. . 5.50 ft ax e ectIons Transient Downward 0.011 in Ratio 6253 LC: LOnly Transient Upv,tard 0.000 in Ratio 9999 LC: Total Downward 0.015 in 4392 LC: +D+L+H Ratio Total Upv,tard Ratio 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : DouglasFir-Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi 620.0ksi Density 31.210 pct Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160, L = 0.040 k/ft, Trib= 7.0 ft Desiga Summary Max fb/Fb Ratio = 0.105; 1 fb : Actual : 114.44 psi at Fb : Allowable : 1,092.20 psi 1.875 ft in Span# 1 Load Comb : +D+L +H Max fv/FvRatio = 0.081 : 1 fv : Actual : 14.50 psi at Fv : Allowable : 180.00 psi 2.825 ft in Span# 1 Load Comb : +D+L +H Max Reactions (k) tl L Left Support 0.23 0.53 Right Support 0.23 0.53 Lr .ti . ------------------- 3.750ft 0.002 in 9999 LC: L Only Transient Upv,tard 0.000 in Ratio 9999 LC: Total Downward Ratio 0.003 in 9999 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC: Multiple Simple Beam I : 2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., Wood Beam Design : FB7 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, MaJor Axis Bending Wood Species : Fb -Tension Fb -Compr Applied Loads Douglas Fir -Larch Wood Grade : No.1 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.0160, L = 0.040 k/ft, Trio= 1.330 ft Point: D = 0.420, L = 0.990 k @3.750 ft Design summary 1,600.0ksi 580.0ksi Density 31.210 pct Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 0.625; 1 822.24 psi at 1,314.78 psi +D+L+H 8.287 ft in Span # 1 D 0.02128 L .05320 6x12 Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: Max Reactions (kl Left Support Right Support 0.287: 1 48.75 psi at 170.00 psi +D+L+H .Q 1. u: 0.73 1.41 0.46 0.75 Wood Beam Design : FB7 BEAM Size : 0.000 ft in Span # 1 w. .E 1::1 22.0 ft MaxDenections __ _ Transient Downward 0.423 in Ratio 624 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward o 661 in 399 LC:+D+L+H Ratio Total Upward 0.000 in Ratio 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx Fb -Compr 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160, L = 0.040 k/ft, Trib= 1.330 ft Point: D = 0.420, L = 0.990 k @3.750 ft Point: D = 0.230, L = 0.530 k @ 8.0 ft 1,600.0ksi 580.0ksi Density 31.210 pct Design summary Max fb/Fb Ratio = fb : Actual : 0.916 · 1 1,204.57 psf at 1,314.78 psi +D+L+H ·-0.021281 L(0.053201 Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.354: 1 60.22 psi at 170.00 psi +D+L+H Q 1. u: 0.88 1.74 0.54 0 95 7 .993 ft in Span # 1 0.000 ft in Span # 1 .s. w. 1::1 6x12 22.0 ft ax e ect1ons Transient Downward 0.588in 448 LC: LOnly Ratio Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.898 in 293 LC: +D+L+H 0.000 in 9999 LC: Ratio Total Upward Ratio JOB: WYNN ENGINEERING INC. 27315 Valley Center Road SHEET NO.: OF: Valley Center, CA 92082 CALCULATED BY: (760) 749-8722 BCR DATE: (760) 749-7493 Fax CHECKED BY: DATE: SCALE: LATERAL DESIGN -ROOF •HF• Use hardy frame. •FT NJ -Use force transfer around opening. Line A: V (lb) 3150 H (ft) L (ft) A.R.F. V (lb) DL (plf) CIT (lb) (T • 0.6DL) (I>) H.O./Strap ~ v (plf) 532 1 8.5 5.92 NA 3150 0 4523 4523 MST60 2 -·[TI IH 3 4 5 uO-6 L Sum.: 5.9 3150 Line B: V Ob) 3150 H (ft) L (ft) A.R.F. V(lb) DL (plf) CIT (lb) (T -0.6DL) Ob) H.D./Strap ~ V (pit) 532 1 8.5 5.92 NA 3150 0 4523 4523 MST60 2 ~-[TI [· 3 4 5 u~-• 6 l Sum.: 5.9 3150 NOTE: SHEARWALL MUST BE DESIGNED USING TH ASPECT RATIO FACTOR A.F.R. AS APPLICABLE JOB: WYNN ENGINEERING INC. 27315 Valley Center Road SHEET NO.: OF: Valley Center, CA 92082 CALCULATED BY: ace DATE: (760) 7 49-8722 (760) 749-7493 Fax CHECKED BY: DATE: SCALE: LATERAL DESIGN -ROOF •HF -Use hardy frame. •FT AD -Use force transfer around opening. Line 2 : V(lb) 3150 H (ft) L (ft) A.R.F. V (lb) DL (plf) CIT (lb) (T -0.6DL) Ob) H.D./Strap v (plf) 630 1 8.5 5 NA 3150 0 5355 5355 HDU5 '{j 2 -el!J 1" 3 4 5 u~-6 L Sum.: 5.0 3150 Line 4: V (lb) 3150 H (ft) L (ft) A.R.F. V(lb) DL (plf) CIT (lb) (T -0.6DL) Ob) H.D./Strap v (plf) 591 1 8.5 5.33 NA 3150 0 5023 5023 HDU5 ~ 2 '~[!][, 3 4 5 u~-6 L Sum.: 5.3 3150 NOTE: SHEARWALL MUST BE DESIGNED USING THE ASPECT RATIO FACTOR A.F.R. AS APPLICABLE WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749-7493 Fax LATERAL DESIGN -FLOOR Line A: V (lb) 5946.2 H (ft) L (ft) ~ V (pit) 541 1 8 11 2 -el!] lH 3 4 5 uO-6 l Sum.: 11.0 Line B: V(lb) 7965.8 H (ft) L (ft) ~ V (pit) 327 1 8 2-4.33 2 ~l!]IH 3 4 5 uO-6 L Sum.: 2-4.3 JOB: ________________ _ SHEET NO.:___ OF: _________ _ CALCULATED BY: .,.sc...,8..__ __ DATE: ______ _ CHECKED BY: _____ DATE: ______ _ SCALE:....,. _______________ _ "HF -Use hardy frame. •FT AD -Use force transfer around opening. A.R.F. V (lb) DL (plf) CIT (lb) (T -0.6DL) (lb) H.DJStrap NA 5946 721 4325 1945 HDU2 5946.2 A.R.F. V (lb) DL (plf) CIT (lb) (T -0.6DL) (lb) H.D./Strap NA 7966 721 2619 -2643 7965.8 NOTE: SHEARWALL MUST BE DESIGNED USING THE ASPECT RATIO FACTOR A.F.R. AS APPLICABLE JOB: WYNN ENGINEERING INC. 27315 Valley Center Road SHEET NO.: OF: Valley Center, CA 92082 CALCULATED BY: see DATE: (760) 749-8722 (760) 749-7493 Fax CHECKED BY: DATE: SCALE: LATERAL DESIGN -FLOOR 'HF -Use hardy frame. 'FT AO -Use force transfer around opening. Line 1: V (lb) 4696.6 H (ft) L (ft) A.R.F. V (lb) DL (plf) err (lb) (T -0.6DL) Ob) H.D./Strap V (plf) 908 1 8 5.17 NA 4697 345 7267 6732 HDQ8 ~ 2 =1r 1rH 3 4 5 u~-6 L Sum.: 5.2 4696.6 Line 4: V (lb) 4696.6 H (ft) L (ft) A.R.F. V (lb) DL (plf) err (lb) (T -0.6DL) Ob) H.D./Strap V (plf) 455 1 8.5 10.33 NA 4697 0 3865 3865 HDU4 ~ 2 ~,I!] IH 3 4 5 u~_, 6 L Sum.: 10.3 4696.6 Line 5: V (lb) 2692.8 H (ft) L (ft) A.RF. V(lb) DL (plf) err (lb) (T -0.6DL) Ob) H.D./Strap v (plf) 521 1 8 5.17 NA 2693 0 4167 4167 HDU4 ~ 2 T!J I· 3 4 5 u~_, 6 L Sum.: 5.2 2692.8 NOTE: SHEARWALL MUST BE DESIGNED USING THE ASPECT RATIO FACTOR A.F.R. AS APPLICABLE WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749-7493 Fax Foundation Design -Single Story Continuous Footing Design FOOTING WIDTH, w (in): FOTING DEPTH (in): TRIS. LENGTH (ft) ROOF FLOOR WALL 11 9 12 12 WEIGHT (psf) Wall = 1500psf x 12"/1 2 = 1 S00plf >630plf OK USE 12d x 12w CONTINUOUS FOOTING 45 15 Continuous Footing Allowable Concentrated Load EFFECTIVE AREA, Ae = 2d x w = 2 sq.ft. Pu = Ae x qn = 3 kip JOB: SHEET NO.: ---- CALCULATED BY: CHECKED BY: OF:----------- DATE: _______ _ DATE: _______ _ SCALE:------------------ ALLOWABLE SOIL BEARING, qn (psf): 1500 UNIFORM LOAD (pit) 495 0 135 I 630 Foundation Design -Two Story/ Three Story Continuous Footing Design FOOTING WIDTH, w (in): FOTING DEPTH (in): TRIS. LENGTH (ft) ROOF FLOOR WALL 11 11 18 15 18 WEIGHT (psf) Wall = 1500psf x 15"/12 = 1875plf >1161plf OK USE 18d x 15w CONTINUOUS FOOTING 25 56 15 Continuous Footing Allowable Concentrated Load EFFECTIVE AREA, Ae = 2d x w = 3.75 sq.ft. Pu = Ae x qn = 5.625 kip ALLOWABLE SOIL BEARING, qn (psf): 1500 UNIFORM LOAD (pit) 275 616 270 I 1161 WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749-7493 Fax Foundation Design Pad Footing Design LOCATION B4 Pu ki B4 5.9 JOB: SHEET NO.: --- CALCULATED BY: OF:---------- DATE:------- CHECKED BY: -----DATE: ______ _ SCALE: ----------------- MARK Is.so C (24 "w x 12"d) 22 06 00 -- ' -- CONV. FRAMING 8/0'S 0 0 I ClO 0 ,.._ I I 0 N C") '~ JOT "1 ... ~ ... 0 t- T01 ~ •ALL HANGERS SPECIFIED SIMPSON OR EQUAL -ALL BEAMS & CONVENTIONAL ROOF FRAMING BY OTHERS -ALL WALLS AT VAULT/CATHEDRAL AREAS BALLOON FRAME/RAKE TO TRUSS BOTTOM CHORD U.N.O. -REFER TO TRUSS ENGINEERING FOR LOADING AND REACTION INFORMATION -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION ... 0 (2) 14x2, II VENTS I an co 0 I ,.._ 0 N C") ~ TV ~ • • (2) 1.i: x24" VENTS -- 22-06-00 NOTE: ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY. REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO muss· CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. ALL DESIGNS ARE PROPERTY OF MISSION TRUSS. ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY MISSION TRUSS. ROOF PITCH: 5:12 U.N.O. HEEL HEIGHT: 4 1/16' U.N.O. ·g,-..'3/n 1 ..- 61202 ...,., ... 1 .,.,..-~-B-UCKL_E.._Y_AO_OI_TI_ON __ ...j i ss io N .,AOh.., 'CR u ss f-C_E_IL_ING_P_ITC_H_:_-_u_.N_.o_.+_T_AI_L_L_E_NG_TH_:_2_◄·_u_.N_._o_. -+--R-E_VI_S_ION--2,-~---A""D=01=T=o=N __ _ TAIL SIZE: 2x4 U.N.O. CARLSBAD, CA. REVISION 3: SIGNED BY F.P. 11691-21 Re: 11691-21 BUCKLEY RES MiTek USA, Inc. Milek 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 Mission Truss Company. Pages or sheets covered by this seal: R65759657 thru R65759658 My license renewal date for the state of California is September 30, 2022. March I 7 ,2021 Reinmuth, Dustin 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 v.ith 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 deslgns 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 ANSI/TPI 1, Chapter 2. Job Truss Truss Typ6 Qty Ply BUCKLEY RES R65759657 11691-21 T01 GABLE 2 1 Job Reference (optionaO Mission Truss, Lakeside, CA· 92040, 8.240 s Mar 9 2020 Milek Industries, Inc. Vl/ed Mar 17 07:39:25 2021 Page 1 IO:E9XpUJBU6hPtQjIFnXOkckzaHz4-zebMwHpFt1 KPIOzFtwYFBuEHlhBsEeefOCrN6gza5YO -2-0-0 2-0-0 4-11-15 4-11-15 3-9-1 11-3-0 2,6-0 I 13-9-0 I 17-6-1 I 22-6-0 I 24-6-0 I 2-6-0 3-9-1 4-11-15 2-0-0 Scale• 1442 MT 1.5x3 ON EACH FACE OF BOTH ENOS OF UN-PLA TEO MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 5 3x10 II 3x10 II j 5.00 ['i2 7x10 \\ 7x10 I/ ~ t, -48 35 22 36 21 203719 38 18 39 17 40 16 41 15 42 14 43 134412 11 45 10 46 7x10 = 4'1(8 II 7x10 = 6•8 = 4vR II 7x10 = 4-11-15 8-9-0 11..J.O 13-9-0 17-6-1 4-11-15 I 3-9-1 2-6-0 2-6-0 3-9-1 22-6-0 4-11-15 Plate Offsets (X Y)-[2·()..()..11 Edga] [2·0 3-13 Edge] [8·0 3 13,Edge] [8·0-0 11 Edge] 114:0 3 8 0 3-0] {18·044,EdgD] ' I l l .. ' ' I .. l . I - LOADING (psi) SPACING-2-0-0 CSI. DEFL in (foe) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 033 Vert(LL) 000 8 n/r 120 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.03 9 nlr 120 BCLL 0.0 . Rep Stress Iner YES WB 0.92 Horz(CT) 0.03 16 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-S Weight: 152 lb FT=20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1&Btr G BRACING- TOP CHORD BOT CHORD Structural wood sheathing diroctly applied or 3-11-8 oc purlin~. Rigid ceiling directly applied or 2-10-10 oc bracing. OTHERS REACTIONS. (lb)- 2X4 OF No.1&Btr G 'Except° 4-18,6-14,5-16: 2X4 OF Stud/Std G 2X4 OF Stud/Std G All bea~ngs 22-6-0. Max Horz 2•61 (LC 11) Max Upllrt All uplirt 100 lb or less at joint(s) 17, 15 except 2=-1925(LC 25), 18•-1685(LC 26), 14=•1678(LC 25), 8.=· 1927(LC 26), 21 =-153(LC 44), 11=-153(LC 57), 20=-3132(LC 25). 12=-3124(LC 26) Max Grav All reactions 250 lb or less at jolnt(s) except 2=2311(LC 24), 18=1976(LC 23), 14=1969(LC 24), 8=2312(LC 23), 17=265(LC 63), 19=322(LC 48), 21=256(LC 46), 22=31 O(LC 58), 15=265(LC 65), 13=323(LC 53), 11 =256(LC 69), 10=31 O(LC 70), 16=286(LC 64), 20=3464(LC 24), 12=3457(LC 23) FORCES. (lb)• Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5761/5605, 3-4=-5436/5250, 4-5~232811925, 5-6=-2333/1930, 6-7=-5443/5255, 7-8=-576515609 BOT CHORD 2-22=-5237/5088, 21-22=-2863/2951, 20-21 =-1792/1880, 1 ~20=-1166/1229, 18-19=-1551/1615, 17-18=-2004/2130, 16-17=-1105/1231, 15-16=-99511121, 14-15=-1992/2118, 13-14=-1563/1627, 12-13=-1170/1234, 11-12=-1796/1 884, 10-11=-2867/2955, 6-10=-5241/5092 WEBS 3-18~43/4111, 7-14=-4038/4108, 4-18=-393/56, 6-14=-393/57, 3-20=-347613135, 7 -1 2=-3468/3127 NOTES- 1) Unbalanced roof live-loads have be-en considered for this design. 2) \Nlnd: ASCE 7-16; Vult•110mpl1 (3-second gust) Vasd=87mph; TCDL=8.0psf; BCDL=6.0psf; h=251\; 0=451\; L=37rt; eave=5ft; Cat. 11; Exp B; Enciosed; M\IVFRS (directional) and C-C Exterlor(2E) -2-0-11 to 1-7-2, lntenor(1) 1-7-2 to 11-3-0, Exterlor(2R) 11-3-0 to 14-10-13, lnterlor(1) 14-10-13 to 24-6-11 zone; cantilever left and right exposed ; end vertical lei\ 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 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom ci1ord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom ci1ord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rrt between the bottom chord and any other members, with BCDL = 1 O.Opsf. CO~W~ij~ijf~ deoign paramolo<o ond READ NOTES ON THIS ~D INCLUDED MITEK REFERENCE PAGE Mll-7473 rr, 5111lJ2a20 BEFORE USE. Design void for uM only lMth Mffekttconnectors This dfflgn is based only upon parameters shown, and Is fo, on lndlvldual buiding componen~ not a truss 1y1lom. Bolon, use, the buildong desll,,er must "9ffy the applicobolity of design parameters ond property ,rcorporate this design ,mo the a,,en,I bu1k:Ungdestgn Bracing indicated is to prevent buckJing of indivk:tual truH web anG'or chord members only, Additional temporery and permanent bracing Is always required for stabllty and to prevent collapse 'Mth posslble personal injury and property damage. For general guidance regarding the ,aoncat10n, scorage, deMtry, erecoon and bracing Of trusses ana trusl systems, see ANSV1JIN Quaffty Critma, DSIJ..,, and IJCSI IJuiWng ComponMt Sofwl)' lnfwmotlon avaloble from Tru,s Plate Institute. 2670 Crain Highway. Suite 203 Waldorf, MD 20601 March 17,2021 MIi Milek· MffelcUSA, Ir-.::. 400 Sunrise Avenue, Suite 270 Roseville c• 05661 Job Truss Truss Type Qty Ply BUCKLEY RES R65759657 11691-21 T01 GABLE 2 1 Job Reference (oDtionan M1ss1on Truss, Lakeside, CA· 92040, 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Mar 17 07:39:25 2021 Page 2 ID:E9XpUJBU6hPtQj1FnXOkckzaHz4-zebMwHpFt1 KPIOzFtwYFBuEHlhBsEeelOCrN6gza5YO NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 17, 15 except (jt=lb) 2=1925, 18=1685, 14=1678, 8=1927, 21=153, 11z153, 20=3132, 12=3124. 11) This truss IS designed In accordance wtth the2018 lnlemallonal Building Code sectloo2306 1 and referenced standard AJ\1SI/TPJ 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total seismic dreg load of no pit. Lumber DOL=(1 .33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-6-0 tor no.o pit. ,A WARNING. Vonfy delign para-and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473,., 5119/2020 BEFORE USE Oestgn valid for use only 'Mth MiTekCI connectors This design is besed only upon parameters shown, and ii to, an tnavidual building comp:,nent. not a ttuss system. Be10<e use, the buildr,g designe< rrust ve<ty the appllcabiity of design parameters and property inco,porate this design into the a.,grol building design Bracing indicated 15 to prevent buckNng d lndMduel truss Mb end'or chOrd members only Add,tional tempc,rary and permanent bracing is always required for stability and to pmvent collapse 'with possible personal Injury and property damage For general guidance regarding the latrication, s~. deivery, erection and bracing of trusses end truss systems, see ANSVTPl1 Qu,Hry Crltuu, OS/II-at and acs, 8u/kllng Compononr s.r.,y /nfonnadon avaiable from Truss Pla18 lnstrtuta, 2670 Crain Highway, Sul1e 203 Wald0<1, MD 20601 MIi Milek' MiTel<USA, Inc 400 sunrise Avenue, SUu 770 R-""'IIA CA •=1 Job Truss Truss Typ& Qty Ply BUCKLEY RES R65759658 11691-21 T01A H0\1\/E 16 1 Job Reference loDlionaO Mission Truss, Lakeside, CA • 92040, 8.240 s Mar 9 2020 Mffek lndustnes, Inc. Vl/ed Mar 17 07:39:27 2021 Page 1 ID:E9XpUJBU6hPIQjlFnXOkckzaHz4-v1j6LzrVI/Pfa7Xi6d?LajGJKYsVpdieQyTWKUBYzaSY_ -2-0-0 5-1-13 6-9-0 2-0-0 5-1-13 3-7-3 11-3-0 2-6-0 13-9-0 I 17-4-3 I 22-6-0 I 24-6-0 I 2-6-0 3-7-3 5-1-13 2-0-0 5x8 '2.4 _ 5-1-13 6-9-0 11-3-0 5-1-13 3-7-3 2-6-0 Plate Oflse\$ (X. Y)-[2·0-8-0,0-0-6) (5;0-2-0 Edge.) [8;0-8-0 0-0-6! [13·0-4-0,0-3,-0) l I ) I I LOADING (psf) SPACING-2-0-0 CSI. TCLL 200 Plate Grip OOL 1 25 TC 058 TCOL 21.0 Lumber OOL 1.25 BC 0.73 BCLL 0.0 . Rep Stress Iner YES W8 0.45 BCOL 10.0 Code IBC2018/TPl2014 Matrix-MS 3x4 = 3x4 = 2x4 = 13-9-0 17-4-3 2-6-0 3-7-3 DEFL. in (loc) Vdeft Vert(LL) -0.33 10-19 >814 Vert(CT) -0.65 10-19 >413 Horz(CT) 0.10 8 n/a Scale • 1450 3x8 = 22-6-0 5-1-13 Ud PLATES GRIP 240 Mr.;>O 220/195 180 n/a 'v\lelght: 103 lb FT= 20% LUMBER- TOPCHORO BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G BRACING- TOPCHORD BOT CHORD Structural wood shoalhing diroctly applied or 3-11-1 oc purlin:.. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 8=0-3-8 Max Horz 2=-63(LC 1 O) Max Grav 2=1469(LC 1), 8=1469(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3n-2659JO, 3-4=-2270/0, 4-5=-496/36, 5-6.=-496/36, 6-7=-2268/0, 7-8=-2658/0, 4-6=-178610 BOT CHORD 2-13=0/2397, 10-13=0/1936, 8-10=0/2397 WEBS 3-13=-561/65, 7-10=-563/64, 12-13=0/595, 4-12=0/644, 10-11=0/591, 6-11=0/644 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) \Mnd: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCOL=6.0psf; h=25ft; 8=4511; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E) -2-0-11 to 1-7-2, lnterior(1) 1-7-2 to 11-3-0, Exterior(2R) 11-3-0 to 14-10-13, lntcrior(1 }i4-10-13 to 24-6-11 zone; cantilcvt>r left and right exposed ; end vertical left and right cxposcd;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.0lb AC unit load placed on the bottom chord, 11-3-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi 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 3-6-0 tall by 2-0-0 wide will f~ between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. B) This truss Is designed In acrordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid penels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. £WARNING. Venly dNlgn po,a..-,. and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll,7•73,., 5111112020 BEFORE USE. Design valid for use only 'Mth MIT eke connectOB This dHign is based only upon parameters ,hown. and is for an 1n<lvidu■I building component, not a tru55 ,ystom. Before use, lho building designer must verfy the applicabiily of design parameters and prope~y ki<:orporate lhis design Into lhe overal buikSl"lg design. Bracing Indicated is to prevent bucking of indMdual truss web and/'or chord members only. Additional temporary and permanent brecllg is always required for stability and to prevent collapse 'Mth possible personal Injury and property damage For general guidance regarding the tabr1C11t10n, storage, Oltivery, erecnon ■na orac1ng ot tru5ses ancr tnJSS systems, see ANSVTl'f1 Qwltty c~. DSfJ..ff and IJCSI 8uildbg CompoMnt Sofw(Y lnfwmorlon evaiebM from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldo<f, MO 20601 March 17,2021 Nii Milek' MITetrUSA, Ire 400 Sunrise Avenue, Sule 270 R--lie l'.A05661 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-\s" For 4 x 2 orientation, locate plates 0-11,t from outside edge of truss This symbol i1dicates the required direction of slots in connector plates. • Plate location details available in MiTek 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 C) 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/TPl1: 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 Ct'.'. 0 I u Q. 0 f-- Numbering System 8 6-4-8 1 dimensions shown In ft-ln~lxteenths (Drawings not to scale) 2 3 TOP CHORDS C2-3 C7~ C&-7 ~ BOTTOM CHORDS 7 6 5 0 Ct'.'. 0 I u Q. 0 f-- 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved --•RJ 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. Addttional stability bradng 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, ind vidual 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 partles. 5. cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fuHy. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, th,s 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 oflruss 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, ahd in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins 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 atter 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 or this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSVTPI 1 Quality Cnteria. 21.The design does not take into account any dynamic or other loads other than t~ose expressly stated. "-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~i~tt;"l\/'~t'.)ding permit without a completed school fee form. Project# & Name: Permit#: Project Address: Assessor's Parcel#: Project Applicant: (Owner Name) CBR2021-Qllifl!Y_OF CARLSBAD .. BUILDING DIVISION 2507 LA MACARENA AVE 2550705300 COOWNERS JOSEPH V AND MELISSA L BUCKLEY Residential Square Feet: .4 New/Additions: 734_1f=J,tJ{~ L"i_j!;,_,6/_ &__ Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City_ofC<1rlsb_a_d B_uildin!!_Cli\/ision Date: 06/14/2021 _ Certification of ApplicanUOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. D Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 @ Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 'i.t<-Z-o4: Phone: (760) 944-4300 x1166 @ San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) 0 San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) 0 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. Signature of Authorized School District Official: .;?.-~.:Rd~~Ld? ..... .... . _ . _ .... ~) / /},.j_ I I :::.::~,':!J/L,frt: duo?L .. ~11ilip:::.~f:t~;~t Community & Economic Development -Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov t_ 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#: CBR2021-0848 Project Address: Assessor's Parcel #: 2507 LA MACAREN~l~OF CARLSBAD --------BUILDING.DIVINON 2550705300 Project Applicant: (Owner Name) CO OWNERS JOSEPH V AND MELISSA L BUCKLEY Residential Square Feet: New/Additions: 734 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification:City_of_~~rlsbad Buil~in11_[llyisi,<:>n Date: 06/14/2021_ Certification of ApplicanUOwners. 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 add~ional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. 0 Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 [ZJ Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 [ZJ San Dlegulto Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) 0 San Marcos Unified Sch. District 255 Pico Ave Ste. 1 OD San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) 0 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 l has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: Title: John Addleman Name of Scho61~Aif:J .Management San Dieguito Union High School District Community & Economic Development -Building Division Date: Phone: r• • -_,j 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND 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 AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVIED BY THE CITY OF CARLSBAD. -l D ~ s -. 1...-le .. L .. ,-/{OWNER'S {\GENT NAME (PRINT • -L--c:- OWNERfS)/OWNER'S AGENT NAME (SIGNATURE) , f-1 I 2o2..1 DATE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CfJ3fo21 -DXl-lX BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Stonn Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C -C C 0 -0 0 :;::; C C 'O :;::; :;::; c:,, 0 ., 'O ., 'O "' C " " C C c:,, E C E C -0 -C, C, 0 '6 ·c: C. 0 0 0 E L L :;::; L ·5 ., :::, 'O "' c:,, L ., --C >, c:,, c:,, C W C. L C ., C: "'"' "' §< ·c: ' er L 0 C 015 ., ·c: -C v, C L w ., 0 Best Management Practice* ~ C 0 ·o. L C) > C :c "' 3' "' ,':: 00 L 0 ., 0 ., ., ., 0 :;::; -C ., 0 C UL u "' -'O w "' :::, C W C (BMP) Description ➔ "' " ., (/1 .E ., E "' c:,, ., c:,, 00 ·c c: c:,, C 'O "' ~ C 0 ::::, ., -., ., "S ~ a, -0 0 3' C L 0 ~~ 'O >, 0"' CC 0 > gi E :;::; " C 0 0 00 (/1 ·-c:,, 0:.;:; u ., 0 0 c:,, ., ., X :::, 0 c:,, 0 C ., Ck'. E 0 N <n :!lo " en:;:; ., W C :§ 8, c ~ L-3' ., ., 0 ., E _,, w -C, .c E il = rn :=3: L•-:c 0 ·c: ·c: CL O c:,, -'O .c C ., ..... " L ., C, 'O :.a E ·-,, 20 cO L 0 ., _,, L 'O 0 0 -·-0. '6 ., > ., " L-.c 0 •-L 0 ·-0 W L " --0 ., C ~t --o -= C •-C ~ L 0 0 -.c 0 !ao 0 0 0 c:,, .B 0 00 .c ., 0 oo ., CL V) ., .c L 0 -L VJ C 3' ct 0 ~u 0-0 -C. 0 C) WO c7i (/1 u G: C) (/1 > (/1 C/1 CL (/1 Ck'. CLO CL :::, (/1 :::, (/1 (/1 u (/1:::, CASQA Designation -) r--a:, 0, .. ,,-, r--0 N ..., r--a:, N ..., .. ,,-, 'T ..., <D a:, 'T I I I I I I I I I I I I I I I I I I I I I u u u u w w w w t'J w w w ~ ~ (/1 (/1 (/1 (/1 :::, :::, :::, :::, :::, Construction Activih• w w w w (/1 (/1 (/1 (/1 (/1 (/1 (/1 z z z z 3' 3' 3' 3' 3' . V Gradinn '~oil Disturbanw ~ V l renchinc 11:.xcavation, ' Stockoilina . n,.illin° /Barino '""' V Concrete/Asohalt Sawcuttinq l.'li Iv Concrete Flatwork -l Pavinq Conduit/Pioe Installation l, Stucco/Mortar Work v i IV Waste Disoosal \ Staainn /Lav Down Area E□uioment Maintenance and Fuelina Hazardous Substance Use/Storaae Dewoterina Site Access Across Dirt Other /list1: Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Starmwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. RECE\VEO ' '--'-' CITY OF CARLSBAD 8U\LD\NG D\VlS\ON PROJECT INFORMATION Site Address:2-:5 0] LA H fl.GA (2.e fJ Ac Assessor's Parcel Number: _______ _ Emergency Contact: _ N amd P.. l ME:;: I O P...12& S 24 Hour Phon.C 0 I q) ,2..0 B ·-fu G £ CZ Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM O LOW ., -"' 0 3'-C "' ., " E 0 ., 1' c:,, oO NC co :r: :::, <D I :::, 3' ., -"' o-3' C ., ., E -., ~ c:,, " 0 CC 0 0 u:::e a:, I :::, 3' Page 1 of 1 REV 11/17