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HomeMy WebLinkAbout1073 SEAHORSE CT; ; CBR2021-0068; PermitPERMIT REPORT Residential Permit Print Date: 03/08/2022 Job Address: 1073 SEAHORSE CT, CARLSBAD, CA 92011-3413 PermitType: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project Title: BLDG-Residential 2145304500 $61,736.17 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Description: MASON: (353 SF) 1ST FLR ADDITION GUEST BEDROOM, BATH, CLOSET Applicant: Property Owner: DZN PARTNERS BART SMITH 682 2ND ST MASON FAMILY TRUST 04-10-17 1073 SEAHORSE CT ENCINITAS, CA 92024-3560 (760) 753-2464 FEE CARLSBAD, CA 92011 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL BUILDING PLAN CHECK FEE (BLDG) BUILDING PERMIT FEE ($2000+) PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION 581473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP PLAN REVIEW FEE TIER 1-MEDIUM SWPPP INSPECTION FEE TIER 1-Medium BLDG Total Fees: $1,442.60 Total Payments To Date: $1,442.60 (city of Carlsbad Permit No: CBR2021-0068 Status: Closed -Finaled Applied: 01/08/2021 Issued: 05/21/2021 Finaled Close Out: 03/08/2022 Inspector: Final Inspection: Balance Due: TKers 12/16/2021 AMOUNT $52.00 $321.41 $459.16 $80.00 $43.00 $175.00 $3.00 $8.03 $55.00 $246.00 $0.00 Please take NOTICE that approval of your project includes the "lmposition11 of fees, dedications, reservations, or other exactions hereafter collectively referred to as 11fees/exaction.11 You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov {"atyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 9 .. 1 PC Deposit l o,J Date l ~ l Job Address 1073 Seahorse Court sulte: ___ _,APN: 214-530-45-00 CT/Project#: ______________ _....t #: Year Bullt,.;.1.;;.99.;..7 ________ _ Fire Sprinkle.rs: ()vEs® NO-. Air CondltJonlng:Q YES® NO Electrical Panel Upgrade: QvEs® NO BRIEF DESCRIPTION OF WORK: Addition fo an existing two story detache<f single famlly residence. Ill Additlon/New:353 LMng SF,, ___ Deck SF, Patio SF, ___ Garage SF __ ls this to create an Accessory Dwelling Unit? Ov E)N New Fireplace? Ov E)N, if yes how many? __ OR.emodel:. ____ .$f of affected area Is the area a conversion or change of use? 0v ON 0 Pool/Spa: Sf Additional Gas or Electrical Features? __________ _ 0Solar: ___ KW,_ __ M,odules, Mounted:0Roof 0Ground, Tilt: 0 vO N, RMA: Ov ON, Battery;Qv ON, Panel Upgrade: 0v ON 0RttOOt __________________________ _ Ill Plumbint/Mechantc:al/Efectrlcal D 0n1y: Other: This permit Is to be Issued In the name of the Property OWner as C>wner-Bulder, lk:enied contractor or Authorized Aaent of lhe ...., or contnJctor. The person Rst«J os the Applicant below Will be the moin point of contact throt1r,ho11t the permit process. PROPERTY OWNER APPLICANT ■ PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0 Name: Johtt-af'ld Diane Mason §'oY'--ith,..b Name: Meaghan Lawter and Bart Smith Addmt: 1073 Seahorae Court Address: 682 2nd Street aty.Carflbed State:,_CA _ __,..Zlp: 92011 aty•Enclnlt88 state:,_CA_ .... ZiD• 92024 Phone; 7~13-1073 Phc>ne: 760-753-2464 £mall: masonfam@roactrunMr.com £mall: meaghan@dznpartners.com DESfGN PROFESSIONAi. ..,.:Bart Smith Add,_,,.:682 2nd Street APPLICANT O CONTRACTOR OF RECORD APP1JCANT □ aty!,Endnitlia s-.:_CA_ .... Zlo:92024 Phone: 760-753-2.«84 Ematt:b.smithQ#znP!rtners.com Atchltect StateUcense:_C_-22_5_5_7 _____ _ Name: _________________ _ Address: ______________ _ City:,_ _____ .State: ____ ~p: _____ _ Phone: _______________ _ Email: ________________ _ s-. lJc;hse/dass·._ ___ __.Bus. Ucense: _____ _ l'fl: 7ti0-602•2719 Fu 760-602-ISSI .REV.oeno I t :Ii i ! I 11 1 f I I i r1 -1 1 · ti , 1f 'I 1 I I ii ) I' I .. i • 4' I J ~ l I 1l i j ! .~ i t' ' • . I t .. ,I i ,f t Ir f I Ii ru i If I i; l i 1,11 li l t t i. l~I l ' .. . ,. J I f I I · I' It ! f[ , l • .. . 1 · 1 ~ 1. I lt f ~ lt l , t. }I - •1 1 1 1 l• I f·t " lu n I ! I Ii i I I Ii i It : l 11 1 I l 11 f •1 t 1 l 1 a I ·1 11 - la I ft ! J I !: l • !1 If 1. n Ii i 11 n1 r' i ~ 1d ! ~ 11 J ~ .( ! 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( City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant ta State of Callfomla 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 1073 Seahorse Court 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 fom, 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. ~ 1 understand a frequent practice of unlicensed contractors is to have the property owner obtain an •owner Builder" building permit that erroneously Implies that the property owner is providing his or her own labor and material personally. 1, 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 homeowners insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. ~I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. ~I understand as an "Owner-Builder'' I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed In his fl,,, her name Instead of my own. IV. ~nderstand contractors are required by law to be licensed and bonded in California and to list their license Ill~~ bers on permits and contracts. V. ~l--funderstand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction Is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV.08/20 uwner-Builder Acknowledgement Continued VI.~ I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work Is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. ~ understand as an Owner-Builder if I sell the property for which this permit is Issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more Information about licensed contractors. X. ~m aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: XI. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. ~gree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State license Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be In civil court. It Is also important for you to understand that If an unlicensed Contractor or employee of that Individual or firm Is Injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before o building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare undtr penalty of perjury that I have rNd and undtrstand a# of lht Information p,ov/dftl on lhls /orm and that 111)1 mponse. lnc/udl"fl my authority to sign this ftxm, 15 trut! and correct. I om awort! that I have thf> option to consult with htgal couns.., prior to $1Qnlrtfl this fonn, and I how elth,r /1) comulmJ with l•ool counsel prior ta signing lhls form or /2) have waived 1h15 r/Qht In sl(lnlnQ this form wtlhout 1M adv/« of leQOI counst/. hl llJ1£ Jy\,1 ~9~ ~perty Owner Name p,~'MT) 2 -•--"···•----·-------··· ,, Property Owner Signature 01-04-2021 Date RlV.08/lO / (__ City of Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'SAUTHORIZED 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 building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The fol/owing Owner's Authorized Agent form Is required to be completed by the property owner only when designating an agent to apply far a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the e•ecution 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. Addition of a two story detached single family residence. Scope of Construction Project (or Description of Work): ___________________ _ 1073 Seahorse Court Project Location or Address: ____________________________ _ Bart Smith 760-753-2464 Name of Authorized Agent: _________________ Tel No. ________ _ . 682 2nd Street Address of Authorized Agent:. ____________________________ _ Encinitas, CA 92024 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. '\h<1 Ot A t1 /\__ 01-04-2021 Property Owner's Signature: ...LJ..l---'-""'--b'~'l,,VVYr:1L..Ju..-'----------------Date: ______ _ 1 - PERMIT INSPECTIOt(,HISTORY for (CBR2021-0068) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 01/08/2021 Owner: TRUST MASON FAMILY TRUST 04-10-17 Issue Date: 05/21/2021 Subdivision: CARLSBAD TCT#92-01 Expiration Date: 04/11/2022 IVR Number: 30905 Address: 1073 SEAHORSE CT CARLSBAD, CA 92011-3413 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Tuesday, March 8, 2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad ' ' PERMIT INSPECTION HISTORY for (CBR2021-0068) Permit Type: BLDG-Residential Application Date: 01/08/2021 Owner: TRUST MASON FAMILY TRUST 04-10-17 Work Class: Addition Issue Date: 05/21/2021 Subdivision: CARLSBAD TCT#92-01 Status: Closed -Finaled Expiration Date: 04/11/2022 Address: 1073 SEAHORSE CT IVR Number: 30905 CARLSBAD, CA 92011-3413 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/19/2021 08/19/2021 BLDG-22 Sewer/Water 164570-2021 Passed Tim Kersch Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0812412021 08/24/2021 BLDG-11 164889-2021 Passed Tim Kersch Complete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/22/2021 09/22/2021 BLDG-13 Shear 166957-2021 Passed Tim Kersch Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-15 Roof/ReRoof 166956-2021 Passed Tim Kersch Complete (Patio) Checklist Item COMMENTS Passed BLOG-Building Deficiency Seer walls and roof sheeting. Yes 10/04/2021 10/04/2021 BLDG-84 Rough 167757-2021 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 10/12/2021 10/12/2021 BLDG-17 Interior 168285-2021 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/16/2021 12/16/2021 BLDG-Final Inspection 172804-2021 Passed Tim Kersch Complete Tuesday, March 8, 2022 Page 1 of 2 PROJECT: DESIGN ASSUMPTIONS: STRUCTURAL CALCULATIONS Mu CONCRETE STRENGTH AT TWENTY EIGHT DAYS: ~ PSI MASONRY: GRADE "N" CONCRETE BLOCK F ' M = ______ PSI MORTAR: TYPE S 1,800 PSI GROUT: 2000PSI REINFORCING STEEL: A-615 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: ___ _ WIND FORCE: DESIGN LOADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL&CLG. MISC. TOTAL= ~ ROOF LIVE LOAD SLOPING= FLAT= "U..) FLAT GRADE 40: GRADE 60: #2 #2 #4 AND LESS (U.O.N.) #5 AND LARGER STUD OR BETTER REPORT BY: -~(_=/'_'--"~"-(,,___AA __ ~--=------- REPORT NO.: ______ _ SOIL PRESSURE:. ____ _ FLOOR DEAD LOAD FLOORING PLYWOOD INT. JOISTS / INSUL & CLG. ,/ MISC. ,/ TOTAL= //,. ,_ __ _ FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY 40 PSF 60 PSF (U.O.N.) 100 PSF WALL DEAD LOAD INTERIOR 10 PSF EXTERIOR 16 PSF r, 1-C E: I \J r= [) r\ .: ., i .__ JAN O 8 2021 These calculations are limited only to the Items Included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid If altered In any way, or not accompanied by a wet stamp and signature of the Engineer of Record. ltn D/1111 • 14211 D1nl ■l1Gn Straet, Sultl # :I.DD, Pow■y, CA 12014, (1!11) 171,1119, FIi (151) 679-1159 CITY : 1HTK STRUCTURAL e·NGTNEERS:U.P www.htkse.com ' ' t t..,N~ ~ .¼. ~ ?. "'4. (lli )( ll,G-7/z,) I-~ 74 L1ox.,0 . "f½"' Vv ., s-eil 11. ~1r'l., _) ~ 1-; t1> ' J.., 3' SHEET: PROJECT: '?.... ~()J DESIGNER: p...--""'--~ __ Mu,,.&,s({· ...__Gr<tr ~~~ • .'l-C 7v<-J(l60t) 1-ut<e.-) JC, )/'l...,,. 4 1 0 1/f' ._ 1 'ti L ;. 14 (:1(1 x ,ft,) -~ts- -,[o44 tl)~<t '2.,Ju'-t Uy, ... (-\ 0Z... ! . +--·--··--·--·' 12/9/2020 ATC Hazarda by Location arc Hazards by Location Search Information AddreH: Coordlnatee: Seahoraa Ct, Csrfsbad, CA 92011, USA 33.1122004, -117.3074421 Elevation: 152ft TlmHtamp: 2020-12-09T18:51:47.983Z HIIDrd'fype: Reference Document: Seismic ASCE7-16 Rl■k Category: II Site Cius: D Basic Parameters Name Value Ss 1.079 S1 0.389 Description MCER ground motion (period•0.2a) MCER ground motion (period•1.0a) Ina Island sential ·1L,U.,t Go,~gfe SMs 1.153 Site-modified spectral acceleraUon value SM1 • nuU Site-modified spectral acceleraUon value Sos 0.769 Numeric salamlc design value at 0.2a SA So1 • null Numeric seismic design value at 1,0a SA • See Section 11.4.8 •Additional Information Name Value De■crfptlon SDC * null Seismic design category F, 1.068 Sita amplification factor at 0.2s Fv • null Site ampllflcatlon factor at 1.0a CRs 0.89 Coefficient of risk (0.2a) CR1 0.902 Coafflclant of risk (1.0a) PGA 0.4n MCEo peak ground acceleration FpGA 1.123 Site ampllftcaUon factor at PGA PGAM 0.536 Site modified peak ground accalaration Temecula 0 152 ft i, ' ,,. Cleveland National Forest • . ( ~\ •'i!':l 1;1 d San Diego • Anza-8 Des State D Map data CP2020 Google, INEGI nttpat/hazard1.11tcounall.orgl#/1011m1c?latm33.1122004&1ng-111.3074421 &addreu=Soahonle Ct%2C C8rfsbad%2C CA 92011 %2C USA 1/2 1219/2020 TL 8 SsRT 1.079 SsUH 1.212 SaD 1.5 S1RT 0.389 S1UH 0.431 S1D 0.8 PGAd 0.57 * See Section 11.4.8 ATC Hazardl by Location Longi)erlod transition period (a) Probablllstlc rlsk-targallld ground motion (0.21) Factored uniform-hazard spectral acceleration (2% probabJlity of exceadance In 50 yaa111) Factored deterministic acceleratlon value (0.2a) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleraUon (2% probability of axceedance In 50 Y98lll) Factored deterministic acceleration value (1.0s) Factored datarmlnlstic acceleration value (PGA) The results Indicated here DO NOT renect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Gaologlcal Survey Sejamic Design Web Saryjcaa. While the Information presanted on this webalta la ballaved to ba correct, ATC and Ila aponso111 and contrlbuton, assume no rasponalblllty or llablllty for Ila accuracy. The material ~tad in the report should not ba 1188d or railed upon for any specific appllcatlon without competent examination and verfflcatlon of Its accuracy, aultablllty and appllcablllty by engineers or other licensed professionals. ATC does not Intend that the use of this Information replace Iha sound Judgment of such competent professionals, having exparlance and knowledge In Iha fteld of practice, nor to substitute for the standard of cara required al such professionals In lnterprating and applying the results of the report provided by this website. Use111 of the Information from this website assume all llablllty arialng from such use. Use of the output of this webalte does not imply approval by the governing building code bodies rasponalbla for bulldlng code approval and lnterpl81ation for Iha bulking sita described by latitude/longitude location In the raport. •apailhazard1.atcouncll.org/t/Hlomlc?lat=33.1122004&1ng=-117 .3074421 &addreu=Sa■hOIH ct%2C Carlabad%2C CA 92011 %2C USA 2/2 MWl'RS Wind Loads Job No: ~ttias ASCE 7-16 Designer: Enclasorl a Pallla/lv Enclasorl Low RI .. Bulldina, (Chapter 28, Part l/ Chlclcer: -· ---·-Notes: Date: 12/9/2020 l1111i !i[lfflllh[I Risk Cateaorv II Tlblo 1,5•1 Basic Wind Speed, v 96mph Flaure 26.s-lA Wind Olrectlonalhy Factor, IC,, 0.85 Table 26.6-1 Exposure Catqory C Slctlon 26.7 Topoarapl,lc Factor, K,, 1.00 Slctlon 26.8 Ground Elevatlan Factor, I<. 1.00 Table 26.!H Enclosure Classification Enclosed Sectlot1 26.10 Internal Pntssure COafflclent, GC,. +/-0.18 Table 26.11·1 Prauy[I Coeffk:111!11 Roof Slope 3,5 /12 16.3 dqrees Wall External Pressure Coofflclent, GC,. a.so Table 28.4-1, Surfaoo 1 Roof External Pressure Coefficient. GC,, -0.69 Table 28.4-1, Surface 2 Roof Eld:emal Pressure Coefficient, GCpr -0.45 Tabl1 28.4-1, Surface 3 Wall External Pressure Coefficient, GC,. -0.40 Table 28.4-1, Surface 4 b:!i!i1Yr1 Prwure 11:!!!ffllt! ~ lnwna! !!IBID a..g11c a..GC ... 11 Mlliaal:!l IMll:IDII 12 RRl.f iloRII ~lghtz K, Wal~ Roofs C&CWa/1, q, Windward Leeward Total-0.6 Windward Leewlrd Total•o.6 u,,IJft "" Pn.i:"U.6 15 ft 0.85 11.0-1 11.&p,f -9.8 osf u.1-1 -14.8 o,f -9.8 osf -0.1 .,, -2.9p<I 1.8 20.3 o,f 20ft 0.90 18.0 p,f 12.2od •10.4 .,1 1Uoa . -15.7 osf -10.4 psf -0.9p<f ·J.lp■I 1.8 21.4 p,,f 25 ft 0.94 18.9 osf 12.8 psi ·10.8 o,f 14.Jp,1 -16.4 •" -10.8 o•f -0,91>11 .3.2 ... 1.8 22.4psl 30 ft 0.98 19.7 psi 13.3p,1 -11.3 osf 14,1 p,I •17.1 psi •11.3 p;f •1.0psl -1.3 pof 1.8 23.3 psi 40ft 1.04 20.9 psi 14.1 asf •12.0 asl 15.7 .. , ·18.1 a,f ·12.0 a,f ~1.0-f ·1,5 a.t 1.8 24.8 o•f so ft 1.09 21.9 psi 14.8 ••f •12.6 mf 1u .. 1 -19.0p,f -12.6 osl ·1.1 _, .3.7 "'' 1,8 26.0 p,f 60ft 1.13 22.7 psi 15.4 psi •13.0 o,f 17.0 psi •19.7 psi ·13.0 p1f -1.lpsl -1.lplf 1.8 26.9 psi lml~m etlltiH! IYm!Dltl lAdd IDM!!Dll!I !D!IY!:19.li'-gr 11•1"-11 Naceu1!:IJ U!!1m111I Ill ri1lll1 R[ !ICIH.U Paaelafl --••• Milek· Re: 11256-20 MASON 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 Mission Truss Company. Pages or sheets covered by this seal: R644 I 8 I 69 thru R644 I 8 I 73 My license renewal date for the state of California is March 31, 2022. CBR2021-0068 1073 SEAHORSE CT MASON (353 SF) 1 ST FLR ADDITION GUEST BEDROOM.BATH, CLOSET November 13,2020 Teodosescu, Eduard 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. 2145304500 1/8/2021 CBR2021-0068 CITY µob -Truss 112'56-20 T01 Mission Truss, Lakeside, CA -92040, f-3-1 1-11 + 3-1 1-11 Truss Type Common Girder 8-0-0 4-0-5 Qty MASON R64418169 2 Job Reference (opliona~ 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Nov 12 11:15:51 2020 Page 1 I D:mSX3Z6TSh 7K?efvn2D73AfzQpJJ-jr9m5uc2jB?G _EOCTuRqR2q52HZx8r1 inV1 3vgyJ<is 12-0-5 -I-16-0-0 -----i-17 -7 -7 4-0-5 3-11-11 1-7--:r- Scale = 1 :28.4 4x8 3 J 5.00 f12 2<4 2 ~•-' 14 l ,, t 1 i1 l ct: 15 16 2x4 4 '·~ 17 18 E±J-Lb 5 .,.._ _J~ l. 3x8 8 19 7 .. ~-J 3x6 3x6 3x8 5-4-5 ~ +-10-7-11 + 16-0-0 5-3-6 5-4-5 Plate Offsets Q$,_y}-[1:0-9-5,0-0-12L[5:0-9-5,0-0-12] LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 L ,,.. GOp DOC "' TC 0.30 TCDL 21 .0 Lumber DOL 1.25 BC 0.69 BCLL 0.0 • Rep Stress Iner NO WB 0.39 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS ~ DEFL. in (loc) 1/defl Ud 1 PLATES GRIP Vert(LL) -0.06 7-8 >999 240 MT20 2201195 Vert(CT) -0.28 7-8 >685 180 Horz(CT) 0.04 5 nla nla Weight: 152 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X6 OF SS G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 OF Stud/Std G REACTIONS. (size) 1=Mechanical, 5=0-3-8 Max Herz 1 =-45(LC 6) Max Grav 1=1763(LC 1), 5=1907(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4462/0, 2-3=-431610, 3-4~4302/0, 4-5=-445210 BOT CHORD 1-8=0/4091, 7-8=012777, 5-7=014055 WEBS 3-7=0/1887, 4-7=-297/44, 3-8=011903, 2-8=-286/49 NOTES-(12) 1) 2-ply truss to be connected together with 1 0d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL= 1.25 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 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) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 OJ Girder carries hip end with 8-0-0 end setback. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2032 lb down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 I 3 A WARNING• Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and Is for an lndMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 ANSI/TP/1 Qu•llty Crft•rl•, 0S8·19 •nd SCSI Building Component S•fety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 13,2020 llli. Milek· MiTek USA, Inc. '400 Sunrise Avenue, Suite 270 ~0_1.0.vlllt~CA 9je§ 1 6 -+ 0 Job Truss T01 Truss Type Common Girder Qty Ply MASON R64418169 2 Job Reference ~lional) l11256-20 Mission Truss, Lakeside, CA· 92040, 8.240 s Mar 9 2020 Milek Industries, Inc. Thu Nov 1211:15:56 2020 Page 2 ID:mSX3Z6TSh7K?efvn2D73AfzQpJJ-4pyf8cgBYjeY40GAGR1?85XynlG6p6HRxmlqauyJxin LOAD CASE(S) Standard Unifonm Loads (pit) Vert: 1-3=-82, 3-6=-82, 1-5=-20 Concentrated Loads (lb) Vert: 19=-1907(F) A, WARNING · Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 511912020 BEFORE USE Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of deslgn parameters and property incorporate this design into the overall building design. Bracing indicated ls lo prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is &lwifY.s required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabri~(on, storage, delivery, erection and bracing of trusses and truss systems, see ANSlnP/1 Qualfty Criteria, DSB-19 and SCSI Building Component Safety lnformatJon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Milek USA, Inc. 400 Sunrise Avenue, Suite 270 R~•-•ville. CA.956&1 Job 11256-20 Truss ] Truss Type Common Qty Ply ~ON R64418170 2 _Job Relen,r,_c~ptional) . Mission Truss, T01A Lakeside, CA · 92040, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 1211:16:03 2020 Page 1 I0:mSX3Z6TSh7K?ef\/n2073AfzQpJJ.N9tJc?lautWZQ4JWAPlewaKz?71NyKRTYMxhK_yJxig 8-0-0 8-0-0 t-16-0-0 -------+-17.7.7 8-0-0 1-7-7 5.00 12 J 1 14 ,, 13 3x10 - 8-0-0 8-0-0 Plate Offsets (X, Y)-[1 :0-6-2,0-1-8], [3:0-6-2,0·1·8] LOADING (psf) SPACING• 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21 .0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code IBC2015/TPl2014 CSI. TC 1.00 BC 0.65 WB 0.17 Matrix-MS 4x8 5 2x4 DEFL. in Vert(LL) -0.13 Vert(CT) -0.43 Horz(CT) 0.03 (loc) 5-11 5-8 3 15 16-0-0 8-0-0 I/defl >999 >449 n/a Ud 240 180 n/a Scale= 1:29.3 16 17 3 3x10 -i T PLATES MT20 J_ Weight: 52 lb GRIP 2201195 FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directty applied or 10-0-0 oc bracing. REACTIONS. (size) 1=Mechanical, 3=0-3-8 Max Horz 1 =-45(LC 10) Max Grav 1=809(LC 1), 3=961(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2~1319/3, 2·3=·132110 BOT CHORD 1-5=0/1117, 3-5=011117 WEBS 2•5=0/411 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=Sft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-7-13, lnterior(1) 3-7-13 to 8-0-0, Exterior(2) 8-0-0 to 11-7-13 , lnterior(1) 11-7-13 to 17-8-2 zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 3·6·0 tall by 2-0-0 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) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. £WARNING· Verify des,gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property tncorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual tnJss 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 ANSIITP/1 Qu•llty Crlt•rl•, DSB-19 •nd SCSI Bui/ding Component L__ Safety Information available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorl. MO 20601 November 13,2020 1111· Milek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 ___;__Ro_s_o-'11Jt.J:A.956§.J Job 11256-20 Truss Truss Type GABLE Qty Ply l MASON R64418171 _,(ob Reference ~tional) Mission Truss, T02 La~-92040, -2-0-0 8.240 s Mar 9 2020 Milek Industries, Inc. Thu Nov 12 11 :16:09 2020 Page 1 I0:mSX3Z6TSh7K?efvn2073AfzQpJJ-BJFa12qLUjHi87mgWgm29raBEXrrM4aMwlOOYdyJxia 2-0-0 -t-!L_-0-0 ---------------------1 9-0-0 4.00 12 2 12 11 3x4 Plate Offsets (X,Y)-[2:0-4-12,Edge], [2:0-2-4,0-1-14], [7:0-2-0,0-0-8] LOADING (psf) l SPACING-2-0-0 CSI. TCLL 20,0 Plate Grip DOL 1.25 TC 0.25 TCDL 21.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 • Rep Stress Iner YES WB 0.06 BCDL 10.0 Code IBC2015/TPl2014 -~--Matrix-P T om. in (loc) Vert(LL) -0.00 1 Vert(CT) -0.06 1 Horz(CT) 0.00 8 LUMBER- 15 10 1/defl Ud n/r 120 n/r 120 n/a n/a 17 6 16 9 1 •um MT20 Weight: 50 lb 8 Scale = 1 :20 4 7 GRIP 220/195 FT= 20% TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.1 &Btr G 2X4 OF No.1&Btr G 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins, except end verticals. BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. REACTIONS. (lb)· All bearings 9-0-0. Max Herz 2=73(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 11 Max Grav All reactions 250 lb or less atjoint(s) except 8=276(LC 26), 2=463(LC 27), 9=314(LC 31), 10=321(LC 30), 11=273(LC 29), 12=425(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8~267/30 WEBS 6-9~288/63, 5-10~288/63, 4-11~275/90, 3-12~346/48 NOTES-(12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -2-0-9 to 1-7-4, Exterior(2) 1-7-4 to 8-10-4 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 .25 plate grip DOL=1.25 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 ANSI/TPI 1. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 2, 11. 1 O) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) No notches allowed in overhang and 20000 from left end and O from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. 12) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. ,A WARNING • Verify deS1gn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an lndividual building component, not a truss system. Before use, the building desjgner must \lerify the applicability of design parameters and property lncorpora1e this design into the O\lerall building design. Bracing indicated is to pre\lent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to pre\lent collapse with posslbte personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quallty Crlterl•, DSB·l9 and SCSI Bui/ding Compon•nt Sar.ty lnfonn•tlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 13,2020 1111· Milek· MiT ek USA, Inc. 400 Sunrise Avenue, Suite 270 ~__RosevUl!I_, Cl\ 95li6J Job 11256-20 Truss 'Truss Type MONO TRUSS --Qty 9 Ply MASON R64418172 Mission Truss, T02A Lakeside. CA· 92040, f----~·2~--0-0~-2-0-0 5-1-2 ---.-''c-----"'J-"o"-b_,_R=efer~nce .(2ptionaD 8.240 s Mar 9 2020 Milek lndustrtes. Inc. Thu Nov 12 11:16:12 2020 Page 1 ID:mSX3Z6TSh7K?efvn2D73AtzQpJJ.cuwJV4sDnefH?TVFCoJlnTCg01pXZORocGdg9yyJxiX 9-0·0 3-10-14 ! 12 J_ TCLL 20.0 TCDL 21.0 BCLL 0.0 • SPACING-2·0·0 Plate Grtp DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES r I I 13 cs,. TC BC WB 5-1-2 14 5-1·2 5+2 0.35 0.26 0.25 4.00 12 DEFL. Vert(LL) Vert(CT) Horz(CT) 3x4 in ·0.03 ·0.07 0.01 15 2x4 (loc) 8-11 8-11 7 1/defl >999 >999 n/a 16 9-0-0 3-10-14 I Ud PLATES 180 n/a 2x4 4 5 7 3x4 = 6 GRIP 220/195 Scale= 1:21.3 LOADING (psi) l BCDL 10.0 Code IBC2015fTPl2014 I Matrix-MP 24~MT20 Weight: 39 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling direcUy applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0·3-8, ?=Mechanical Max Herz 2=83(LC 12) Max Grav 2=631(LC 1), 7=528(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3~746/0 BOT CHORD 2-8~11/691, 7-8=-11/691 WEBS 3-7~756/12, 4·7=-322/44 NOTES-(7) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Extertor(2)-2·0-9 to 1-7-4, lnterior(1) 1-7-4 to 9·0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psi 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--6-0 tall by 2·0·0 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) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. A_ WARNING· Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE Design valid for use onty with MiTekili connectors. This design is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 ANSIITP/1 Qu•llty Crlt•rl•, DSB·IS and SCSI Bulldfng Component S•r.ty Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 13,2020 1111· Milek· MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _ ~•-•11ill,, . ..c1195661 Job 11256-20 Truss T02B ·ITruss Type Monopitch Girder Qty MASON R64418173 !Ply 2 Job Reference ~tion~ Mission Truss, Lakeside, CA-92040, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 1211:16:16 2020 Page 1 ID:mSX3Z6TSh7K?efvn2D73AfzQpJJ-UfADLRwkqs9jU4o0ReOhyJMOyM93V8EOXubtljyJxiT l~ 0 P late Offsets (X,Y LOADING (psf) TCLL 20.0 TCDL 21.0 BCLL 0.0 • 10 t J 3x8 1:0-3-6 0-1-0 6:0-3-12 0-1-8 ---- 4~-0 4~-0 11 Plate Grip DOL 1.25 TC 0.22 Lumber DOL 1.25 BC 0.41 Rep Stress Iner NO WB 0.45 4.00 '12 t 5-1-2 __, !!:_8~ 9-0-0 0-7-2 3-7~ -3- 3x8 2 3x8 5-1-2 DEFL. Vert(LL) Vert(CT) Horz(CT) 13 in -0.02 -0.10 0.02 (loc) 6-7 6-7 6 12 14 8-8~ 1/defl Ud >999 240 >999 180 nla nla 2x4 3 4 r 6 3x8 9-0-0 0-3~1 PLATES MT20 GRIP 220/195 Scale= 1:20.9 BCDL 10.0 SPACING-2-0-T CSI. Code IBC2015/TPl2014 Matrix-MP Weight: 84 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X6 OF SS G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 OF Stud/Std G REACTIONS. (size) 1=0-3-8, 6=Mechanical Max Horz 1=61(LC 28) Max Grav 1=1307(LC 20), 6=2954(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2~3543/0 BOT CHORD 1-7=0/3312, 6-7=0/3312 WEBS 2-6~3598/0, 2-7=0/2211, 3-6=-347/2 NOTES-(10) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 4) This truss has been designed for a 10.0 psi 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 3-6-0 tall by 2-0-0 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) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1743 lb down at 5-5-8, and 789 lb down at 6-10-8, and 798 lb down at 9-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Unifom, Loads (pit) Vert: 1-3=-82, 3-4=-42, 1-5=-20 A WARNING. Vertfy design parame1ers and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bu~ding designer must verify the applicability of design parameters and property incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent 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 ANSln'Pt1 Qu•llty Crlterl•, oss.,s •nd SCSI Building Component S•fe(y tnfonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldort, MD 20601 November 13,2020 1111· Milek' Milek USA, Inc. -400 Sunrise Avenue, Suite 270 -RoHv_ille__CA 956&1 IJob Truss Truss Type Monopitch Girder Qty Ply MASON R64418173 2 Job ~eference (£p_J!onal) 11iss-20 Mission Truss, T02B Lakeside, CA· 92040, 8.240 s Mar 9 2020 Milek Industries, Inc. Thu Nov 1211:16:16 2020 Page 2 ID:mSX3Z6TSh7K?efvn2O73AfzQpJJ-UfADLRwkqs9jU4o0ReOhyJMOyM93VBEOXubtljyJxiT LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-798(F) 13=-1743(F) 14=-789(F) .A WARNING -Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 511912020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based onty upon parameters shown, and is for an mdividual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indi'lidual 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 ANSIITPl1 Quality Crlteri•, DSS.69 •nd SCSI Bui/ding Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 1111· Milek' MiT ek USA, Inc. ◄DO Sunrise Avenue, Surte 270 •••iU•, CA 956&1 Symbols PLATE LOCATION AND ORIENTATION -► ◄ 1 \" Center plate on joint unless x, y ~ offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O-\s" For 4 x 2 orientation, locate plates 0-~,ii' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION t) Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1: National Design Specification for Metal DSB-89: BCSI: 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. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 m 0 C::: m C! C::: o ~ s o J: <> J: u u ~ ~ ou--=-,~....J....L.....L.:..__-;:;;:;:-----L-'--.L..~--'-1 0 I-L __ ...£l:±...,,,..,,=:-=...,...,,,..,.,.=~:.__----.....;;;;;..a..__, I- BOTTOM CHORDS 7 8 6 5 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 Milek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 £ General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Addnional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 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 tighHy 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 ANSI/TPI 1. 7. Design assumes trusses will be sunably 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, this design is not applicable for use with fire retardan~ 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 pur1ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 1 o 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 (fron~ back, words and pictures) before use. Reviewing pictures alone is not sufficient 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Cmeria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. + ' co 8'0" ... L~i ""j "' "' 1 ... ... ... 0 0 0 ... ... ... J T02B -===4= EXISTING -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.0 . -REFER TO TRUSS ENGINEERING FOR LOADING ANO REACTION INFORMATION -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION = 0, c N 0 ... , =+ =ch T02 ~ 9' O" NOTE: ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY. REFER TO TRUSS CALCULATIONS ANO ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS. CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW ANO APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. b io ... • + Xi Reviewed □ Reviewed as Corrected □ Rejected □ Revise and Resubmit □ Submit Specified Item This review is only for general conformance with the design concept of the project and i:eneral compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings dunng this review do not relieve contractor from compliance with the requirements of the plans and specifications. Review of a specific item shall not include review of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. HTK STRUCTURAL ENGINEERS Date: 2 / 1 7 / 21 By: BS c( c( 'P' 'P' 0 0 I-I- ~ ~ 'P' 0 I- V ~ 8 ' O" V V I/ "' ~~ ~ If'. I co 'P' ::--... ... / T02B ~ " EXISTING CITY -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 -OI ':t N 0 I- T02 9'0" 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 TRUSS 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. I 0 io 'P' OOF PITCH: 4&5:12 U.N.O HEEL HEIGHT: MIXED" U.N.O. Mason Addition TAIL LENGTH: 24" U.N.O. DZN Partners Architecture TAIL SIZE: 2x4 U.N.O. REVISION 2: ADDITON Cartsbad TRUSS SPACING: 24" U.N.O. REVISION 3: ESl~~~D BY 11256-20 --■1· Milek~ Re: 11256-20 MASON 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 Mission Truss Company. Pages or sheets covered by this seal: R64418169 thru R644 l 8 l 73 My license renewal date for the state of California is March 31, 2022. November 13,2020 Teodosescu, Eduard 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 property incorporate these designs into the overall building design per ANSIITPI 1, Chapter 2 . • M Reviewed D Reviewed as Corrected D Rejected D Revise and Resubmit D Submit Specified Item This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Review of a specific ,tern shall not include review of an assembly of which the item is a component. Contractor is responsible for: dimensions to be confirmed and correlated at the Jobsite, information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for performing all work in a safe and satisfactory manner. HTK STRUCTURAL ENGINEERS Date: 2-1 7 -21 By:._B_S ___ _ , Job Truss Truss Type Qty Ply MASON R64418169 11256-20 T01 Common Girder 1 2 Job Reference rontionaII M,ss,on Truss, Lakeside, CA -92040. 3-11-11 8.240 s Mar 9 2020 Milek Industries, Inc. Thu Nov 12 11 :15:51 2020 Page 1 IO:mSX3Z6TSh7K?efvn2D73AfzQpJJ-jr9m5uc2jB?G_EOCTuRqR2q52HZx8r1inV13vgyJxis 8-0-0 12-0-5 16-0-0 17-7-7 3-11-11 4-0-5 4-0-5 3-11-11 1-7-7 Scale = 1 :28.4 4x8 5-4-5 10-7-11 16-0-0 5-4-5 5-3-6 5-4-5 Plate Offsets (X Yl-[1·0-9-5 0-0-121 rs·0-9-5 0-0-121 ' ' ' ' LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.06 7-8 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.28 7-8 >685 180 BCLL 0.0 . Rep Stress Iner NO WB 0.39 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 152 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X6 OF SS G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling direcijy applied or 10-0-0 oc bracing. 2X4 OF Stud/Std G REACTIONS. (size) 1=Mechanical, 5=0·3·8 Max Horz 1=-45(LC 6) Max Grav 1=1763(LC 1), 5=1907(LC 1) FORCES. (lb)• Max. Comp./Max. Ten.• All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4462/0, 2-3=-4316/0, 3-4=-4302/0, 4-5=-4452/0 BOT CHORD 1-8=0/4091, 7-8=0/2777, 5-7=0/4055 WEBS 3-7=0/1887, 4-7=-297/44, 3-8=0/1903, 2-8=-286/49 NOTES· (12) 1) 2-ply truss to be connected together with 1 0d (0 .131 "x3") nails as follows: Top chords connected as follows: 2x4 • 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 • 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) 'Mnd: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=Sft; Cat. II; Exp B; Enclosed; MWFRS (directional): cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 3-6-0 tall by 2-0-0 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) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wijh any other live loads. 10) Girder carries hip end with 8-0-0 end setback. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2032 lb down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. LOAD CASE(S} Standard 1} Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 £ WARNING -Venfy des,gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev 611912020 BEFORE USE Design valid fOf' use only with MiTek® CQnnectors. This design is based only upon parameters shown, and is f0< an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web 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 ANSIITP/1 Quellty Crtt•rl•, DSB-19 •nd SCSI Building CompoMnt S•fety lnform•tlon available from Truss Plate lns!Jtute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 13,2020 Milek USA, Inc. -400 Sunrise Avenue, Suite 270 '"'---··'"· ~A oc,::c.1 Job Truss Truss Type Qty Ply MASON R64418169 11256-20 T01 Common Girder 1 2 Job Reference lontionall M1ss1on Truss, Lakeside, CA -92040, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Nov 12 11 :15:56 2020 Page 2 ID:mSX3Z6TSh7K?efvn2D73AfzQpJJ-4pyf8cgBYjeY40GAGR1 ?85XynlG6p6HRxmlqauyJxin LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-82, 3-6=-82, 1-5=-20 Concentrated Loads (lb) Vert: 19=-1907(F) .A, WARNING -Ver;ty deo,gn paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE Design valid for use onty with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametars and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent bracing is always required for stability and lo prevent c°'lapse with possible personal injury and property damage. For general guidance regarding the fabricattOn, storage, delivery, erection and bracing of trusses and truss systems, see ANSlnPl1 Quality Criteria, DSB-89 and SCSI Bulldlng Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 -· '" ("b, ... ci:,i:,4 Job Truss Truss Type Qty Ply MASON R64418170 11256-20 T01A Common 2 1 Job Reference lootional\ M1ss1on Truss. Lakeside, CA -92040, 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Nov 12 11:16:03 2020 Page 1 ID:mSX3Z6TSh7K?efvn2073AfzQpJJ-N9lJc?lautWZQ4JWAPfewaKz?7fNyKRTYMxhK_yJxig 8-0-0 16-0-0 17-7-7 8-0-0 8-0-0 1-7-7 Scale = 1 :29.3 4x8 3x10 8-0-0 16-0-0 8-0-0 8-0-0 Plate Offsets (X Y)-[1'0-6-2 0-1-8] [3·0-6-2 0-1-8] ' I I I LOADING (psi) SPACING-2-0-0 cs,. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.13 5-11 >999 240 MT20 2201195 TCDL 21.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.43 5-8 >449 180 BCLL 0.0 • Rep Stress Iner YES WB 0.17 Horz(CT) 0.03 3 n/a nla BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 52 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=Mechanical, 3=0-3-8 Max Herz 1=-45(LC 10) Max Grav 1=809(LC 1), 3=961(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2~1319/3, 2-3=-132110 BOT CHORD 1-5=0/1117, 3-5=0/1117 WEBS 2-5=0/411 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) \Mnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-7-13, lnterior(1) 3-7-13 to 8-0-0, Exterior(2) 8-0-0 to 11-7-13 , lnterior(1) 11-7-13 to 17-8-2 zone: cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 3-6-0 tall by 2-0-0 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) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wrth any other live loads. 8) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. .,&. WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/1912020 BEFORE USE Design valid for use onty with MiTek® connectors. This design is based only upon parameters shown, and is fOf an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is 10 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 lhe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, 0S8-19 and SCSI Bulldlng Component S•f•ty lnfom,•tlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 13,2020 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 n -.:11-(' ,..,U!!L> Job Truss Truss Type Qty Ply MASON R64418171 11256-20 T02 GABLE 1 1 Job Reference lontionall Mission Truss, Lakeside, CA-92040, -2-0-0 8.240 s Mar 9 2020 M,Tek Industries, Inc. Thu Nov 12 11 :16:09 2020 Page 1 ID:mSX3Z6TSh7K?efvn2D73AfzQpJJ-BJFat2qLUjHi8?mgWgm29raBEXrrM4aMwlO0YdyJxia 9-0-0 2-0-0 9-0-0 Scale= 1:20.4 7 Plate Offsets (X Y) ' --' ' --' -' --r2·0-4 12 Edoel r2·0-2-4 o 1 141 [7·0-2 o o o 81 LOADING (psf) SPACING-2-0-0 CSL DEFL. in (Ice) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 1 n/r 120 MT20 2201195 TCDL 21.0 Lumber DOL 1.25 BC 0,07 Vert(CT) -0.06 1 n/r 120 BCLL 0.0 • Rep Stress Iner YES WB 0.06 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-P Weight: 50 lb FT=20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins, except end verticals. BOT CHORD Rigid ceiling directty applied or 10-0-0 oc bracing. REACTIONS. (lb)- All bearings 9-0-0. Max Horz 2=73(LC 9) Max Uplfft All uplift 100 lb or less atjoint(s) 2, 11 Max Grav All reactions 250 lb or less atjoint(s) except 8=276(LC 26), 2=463(LC 27), 9=314(LC 31), 10=321(LC 30), 11 =273(LC 29), 12=425(LC 21) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8~267/30 WEBS 6-9=-288/63, 5-10=-288/63, 4-11~275/90, 3-12~346/48 NOTES-(12) 1) \Nlnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3)-2-0-9 to 1-7-4, Exterior(2) 1-7-4 to 8-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1 .25 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 ANSI/TPI 1. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi 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 3-6-0 tall by 2-0-0 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 100 lb uplfft at joint(s) 2, 11. 1 0) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) No notches allowed in overhang and 20000 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. 12) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. .. WARNING . Verify design parameters and READ NOTES ON THIS ANO INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev 5/1912020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters sho'NO, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web 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 tnJsses and truss systems, see ANSIITPl1 Quality Crlteri•, DSB-H and SCSI Sulldlnr, CompoMnt Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 13,2020 m1· Milek· Milek USA, Inc. 400 Sunrise Avenue, Suite 270 "" --.,. ('/J,. n~~4 Job Truss Truss Type Qty Ply MASON R64418172 11256-20 T02A MONO TRUSS 9 1 Job Reference lootionall M1ss1on Truss, Lakeside, CA -92040, -2-0-0 5-1-2 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Nov 1211:16:12 2020 Page 1 ID:mSX3Z6TSh7K?efvn2D73AfzQpJJ-cuwjV4sDnefH?TVFCoJlnTCg0IpXZORocGdg9yyJxiX 9-0-0 2-0-0 5-1-2 3-10-14 Seate = 1 :21.3 2x4 II 4 5 5-1-2 9-0-0 5 1 2 --310 14 - LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (foe) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.03 8-11 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.07 8-11 >999 180 BCLL 0.0 . Rep Stress Iner YES WB 0.25 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MP Weight: 39 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 D F Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 cc purtins. Rigid ceiling direcHy applied or 10-0-0 cc bracing. REACTIONS. (size) 2=0-3-8, 7=Mechanical Max Herz 2=83(LC 12) Max Grav 2=631(LC 1). 7=528(LC 27) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-746/0 BOT CHORD 2-8=-11/691, 7-8=-11/691 WEBS 3-7=-756/12, 4-7=-322/44 NOTES-(7) 1) 'Mnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=B7mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5fl; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2)-2-0-9 to 1-7-4, lnterior(1) 1-7-4 to 9-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 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 3-6-0 tall by 2-0-0 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) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. ,A WARNING. Ver,ty design parameters and READ NOTES ON THIS i'J'JO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 511912020 BEFORE USE Design valid for use only wtth MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vertfy the applicability of design parameters and properly incorporate this design into lhe overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members on~. 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, dellvery, erection and bracing of trusses and truss systems, see ANSlfl'PJ1 Quality Crit•rl•, DSS-39 •nd SCSI Sul/ding Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 13,2020 Nii" Milek· Milek USA, Inc. 400 Sunrise Avenue, Suite 270 ""---'"· (':A O~'i,1 Job Truss Truss Type Qty Ply MASON R64418173 11256-20 T02B Monopitch Girder 1 2 Job Reference lontionall M1ss1on Truss, Lakeside, CA -92040. 8.240 s Mar 9 2020 MiTek Industries. Inc. Thu Nov 12 11 :16:16 2020 Page 1 IO:mSX3Z6TSh7K?efvn2O73AfzQpJJ-UfADLRwkqs9jU4oOReOhyJMDyM93V8EOXubtljyJxiT 4-6-0 5-1-2 I 8-8-8 ~-Oj 0-7-2 3-7-6 Scale = 1 :20.9 2x4 II 3 4 3x8 4-6-0 5-1-2 8-8-8 4-6-0 0-7-2 3-7-6 Plate Offsets (X Y)-[1·0-3-6 0-1-01 [6·0-3-12 0-1-81 . LOADING (psi) SPACING-2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 6-7 >999 240 MT20 2201195 TCDL 21.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 • Rep Stress Iner NO WB 0.45 Horz(CT) 0.02 6 nla n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MP Weight: 84 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X6 OF SS G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling direcijy applied or 10-0-0 oc bracing. 2X4 DF Stud/Std G REACTIONS. (size) 1=0-3-8, 6=Mechanical Max Horz 1 =61 (LC 28) Max Grav 1=1307(LC 20), 6=2954(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3543/0 BOT CHORD 1-7=013312, 6-7=013312 WEBS 2-6=-3598/0, 2-7=012211, 3-6=-34712 NOTES-(10) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (BJ face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (BJ, unless otherwise indicated. 3) \/Vind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0pst; h=25ft; 8=4511; L=37ft; eave=5ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 4) This truss has been designed tor a 10.0 psi 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 3-6-0 tall by 2-0-0 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) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1743 lb down at 5-5-8, and 789 lb down at 6-10-8, and 798 lb down at 9-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3=-82, 3-4=-42. 1-5=-20 A_ WARNING -Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/1912020 BEFORE USE Design valid for use onty with MiTek® connectors. This design is based only upon parameters sho'Ml, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability or design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfl'Pl1 Quality Crlterl•, DSB-19 and SCSI Building Component S•f•ty lrtformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 13,2020 Nii' Milek· Mil ek USA, Inc. 400 Sunrise Avenue, Suite 270 -... f"A ,..,,,,,.,,, Job Truss Truss Type Qty Ply MASON R644181 73 11256-20 T028 Monopitch Girder 1 2 Job Reference lontionall M1ss1on Truss, Lakeside, CA· 92040, 8.240 s Mar 9 2020 M!Tek Industries, Inc. Thu Nov 12 11 :16:16 2020 Page 2 ID:mSX3Z6TSh7K?efvn2D73AfzQpJJ-UfADLRwkqs9jU4oOReOhyJMOyM93VBEOXublljyJxiT LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-798(F) 13=-1743(F) 14=-789(F) ,A. WARNING -Venfy des,gn parameters and READ NOTES ON THIS /\ND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/1912020 BEFORE USE Design valid for use only wi1h Milek® connectors. This design is based only upon parameters sho'Ml, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. Additional terJ'4)orary 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 ANStfl'Plf Quality Criteria, DSS-19 and SCSI Sulldlng Component Safety lnfo""•tlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Milek USA, Inc. 4_00 Sunrise Avenue, Suite 270 . ,... ""'' 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. o-1,1s" For 4 x 2 orientation, locate plates 0-~, •• from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 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/TPl1: National Design Specification for Metal DSB-89: BCSI: 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. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 0 ~~ ~ 0 -0 I 0 I u u ~ ~ o U--~~..J...L.....,(.::....._-;:;;:;,-.....1. ...... -~:--'::1 o ~c==-'~~------~~-----....::=-~ ~ 8 BOTTOM CHORDS 7 6 5 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®AII Rights Reserved Milek 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 tigh~y 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 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, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 1 O. Camber is a non-structural consideration and is the 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 purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, ~ 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 perfonmance 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 ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. ( City of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: □ Grading Permit ~ Building Permit □ Right-of-way permit □ Other Project Name:_M_a_s_o_n ______________ Project ID: _____ DWG #/CB# ____ _ Address· 1073 Seahorse Court APN214-530-45-00 Disturbed Area· 353 SF Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP Tier (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Level Exem~t -No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Table1, section 3.2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: □ Exempt □ Electrical □ Patio □ Mobile Home □ Plumbing □ Spa (Factory-Made) □ Fire Sprinkler □ Mechanical □ Re-Roofing □Sign □ Roof-Mounted Solar Array Tier 3 -Significant Threat Assessment Criteria -(See Construction General Permit (CGP) Section I.B)* □ My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, □ My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, □ My Project is associated with construction activity related to residential, commercial, or industrial □ Tier3 development on lands currently used for agriculture; or □ My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. □ Other per CGP Tier 2 -Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: □ Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, □ Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: □ Tier2 • located within 200 ft. of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season /Oct. 1 -Acr. 30) Tier 1 -Low Threat Assessment Criteria ~ My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: □ Tier 1 • results in some soil disturbance; and/or • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockcilino, vehicle fuelino, waste stockcilinal * Items listed are excerpt from CGP. CGP governs cntena for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. I E-32 'Page 1 of 2 REV. 02116 SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined in section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and Level si11nature block below) Exempt -Not Applicable -Exempt Tier 3 -High Construction Threat Assessment Criteria: My Project meets one or more of the following: □ Project site is 50 acres or more and grading will occur during the rainy season □ Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA □ High □ Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors k,greater than or equal to 0.4) □ Site slope is 5 to 1 or steeper □ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30) □ Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 -Medium Construction Threat Assessment Criteria □ Medium □ All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 -High Construction Threat Assessment Criteria: My Project meets one or more of the following: □ Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA □ Soil at site is moderately to highly erosive (defined as having a predominance of soils with □ High USDA-NRCS Erosion factors k, greater than or equal to 0.4) Tier2 □ Site slope is 5 to 1 or steeper □ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) □ Owner/contractor received a Storm Water Notice of Violation within past two years □ Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 -Medium Construction Threat Assessment Criteria □ Medium □ My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 -Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: □ Owner/contractor received a Storm Water Notice of Violation within past two years □ Medium □ Site results in 500 sq. ft. or more of soil disturbance Tier 1 □ Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1 -April 30) Tier 1 -Low Construction Threat Assessment Criteria □ Low ~ My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Emergency Contact Name: Telephone No: John and Diane Mason 760-613-1073 Owner/Owner's Authorized Agent Name: Title: Bart Smith Architect Owner/Owner's Authorized Agent Signature: Date: Bc:vt ')vi,_ S r11ith 01-04-2021 FOR CITY USE ONLY Yes No City Concurrence: By: Date: E-32 Page 2 of 2 REV. 02/16 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTIROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTIRACTOR SHALL RESTORE ALL EROSION CONTIROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTIRACTOR SHALL INSTALL ADDITIONAL EROSION CONTIROL 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 CONTIROL 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 CONSTIRUCTION 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 ACTI'-11TIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBIUZA TION 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 'MTH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTI'-11TIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Bart Smith OWNER(S)/OWNER'S AGENT NAME (PRINT) B~ '1/\A_ S V\\-m=;-a12 412020 OWNER(S)/OWNER'S AGENT NAME {SIGNATURE) DA TE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CBll;;io;u -QQtoR: BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Conlrol Sediment Control BMPs Tracking Non-&nn Water Waste Management and Materials BMPs Conlrol BMPs Management BMPs Pollution Control BMPs C: -C: C: 0 -0 .!2 :;: C: C: "O :;: -"' 0 ., "O ., "O ., C: <.> <.> C: .5 .2' E C: E C: 0 0 2 2 .!2 .e-0 ~ -"O t: ., 0 :,; "O "' "' L ., ---C: ::, >, o> .E C: ., ., .. C "-.. L C "' C: ., C. .5 !s > ·c: L O" ., C 0 Best Management Practice* -'<I .5 015 0 ID C. -!s .. L (!) uJ > C: ., :;: .r:; ., 3' .. ,= ., 0 .5 <..> :!! <..> ., -'il ., 0 -C E ., "' ., "O ., i "O ., :,; C: ., C: (BMP) Description ➔ ., ~ ., 1/) ·e ., u, "' ID e c: "' C: C: 0 => ~ -., ., C 0 3' C -g~ C: C: = ::, =11 <.> -'6 c~ ]~ 0 ., 0 "' " 15 E C: C ro 1/) ·-o> <..> ~ 00 ., x ::::E C o> C) C: ., 0: E 0 ~~ c,:.:. ., .!! .5 E :g, 15 = L-:I= ., ., 0 ~ .5 ~ ~ -::, .<J E.S = 3' L•-:0 -~ ~ ~_g er, --g .r:; C: ., u L ., ::, "O ·-., ·--o "'" ,::0 .!.! !s Lo "O 0 0 C. -g 6, .<J 0 ·s ~ .s Q) L u t:: ·o -"O ., ., ., u C 0 0 -o -o -~6 ·-C " i OL 0 ., .r:; .<J e bo ~ -L .So :io.: ~8-0 .r:; ., o-C .s 15 0 (!) we in ~ 1/) <..> t.: (!) 1/) > 1/) a. u, C 1/) 0: a. ~u :,; 1/) ::::E 1/) 1/) <..> 1/) ::al CASOA Designation ➔ ,-.. CX) Ol ~ .,, .... I() <O ,-.. CX) 0 N .,, ,-.. CX) ' N .,, .... I() ' -~ ' I I I I I I I I I I I I I I I I I I I I <..> <..> <..> <..> uJ uJ uJ uJ uJ uJ uJ uJ g; g; tn 1/) 1/) tn i i 1 1 1 Construction Activity uJ uJ uJ uJ 1/) V, V, 1/) 1/) 1/) 1/) 1/) z z z z Grodin□ /Soil Disturbance Trenchinn /Excavation Stockoilinn Drillinn /Borin□ x Concrete/Asohalt Sawcuttin□ X Concrete Flatwork Povinn X Conduit /Pioe Installation X x Stucco /Mortar Work X X X Waste Di=osol Staoino /Lav Down Area Eauioment Maintenance and Fuelin □ Hazardous Substance Use /Storaae Dewoterino Site Access Across Dirt Other flist): 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 Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs ond how to apply them to the project. PROJECT INFORMATION Site Address: 1073 Seahorse Court ___ _ Assessor's Parcel Number. 214-530-45-00 Emergency Contact: Nome: Diane and John Mason 24 Hour Phone: 760-613-1 D73 Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM ~ LOW ., -., 0 :I= -C: ., ., ::, E 0 ., ,, "' 6 0 NC 00 ::c ::al <O I 1 ., -u, o-3: iii " E -" ., o> bo §5 <..> :,; CX) I 1 X X Page 1 of 1 REV 11/17 ,. (city of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool _. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. _. Details on CAP ordinance requirements are available on the city's website. _. A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application web page and download the latest form. Project Name/Building Permit No.: Mason BP No. tB,e,?ei2-I -oO(of{,' ------------------- Property Address/APN: 214-530-45-00 1073 Seahorse Court Applicant Name/Co.: John and Diane Mason Applicant Address: 1073 Seahorse Court Contact Phone: 760-613-1073 Contact Email: masonfam@roadrunner.com Contact information of person completing this checklist (if different than above): Name: Bart Smith Contact Phone: 760-753-2464 Company n ameladdress: DZN Partners Contact Email: b.smith@dznpartners.com 682 2nd St. Encinitas, CA 92024 Applicant Signature: Bo:r-rl/\,A._ S r.11TT\ Date 01-04-2021 B-50 Page 1 of 6 Revised 06/18 t City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Per~it Valuation worksheet. Building Permit Valuation (BPV) from worksheet:$ ~80 f ') 3{c. J 1 0 Residential □ New construction 0 Additions and alterations: □ BPV < $60,000 0 BPV 2: $60,000 □ Electrical service panel upgrade only □ BPV 2: $200,000 D Nonresidential □ New construction □ Alterations: □ BPV 2: $200,000 or additions 2: 1,000 square feet □ BPV 2: $1,000,000 □ 2: 2,000 sq. ft. new roof addition 1. Energy Efficiency Low-rise High-rise 1 18, 2B, : 3B, 4A N/A N/A I ) 1A, 4A 1A, 4A' 18,4A' 1 B, 2B, 3B, 4B and 5 1B, 5 1B,2B,5 2B,5 A high-rise residential building is 4 or more stories, Including a mixed-use building in which at least 20% of its conditioned floor area is residential use All residential additions and alterations 1-2 family dwellings and townhouses with attached garages only 'Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Building alterations of 2: 75% existing gross floor area 1 B also applies if BPV 2: $200,000 / ;' ,to Cartsbad Municipal Code (CMG) sections 18.21.155 and 18.30.190, and the Cal~omia Green Building Standards Code (CALGreen) for more infonmatjon when completing this section. A ~ R,~idential addition or alteration~ $60,000 building permit valuation. □ N/A ee CMC section 18.30.190. D Exception: Home energy score~ 7 (attach certmcation) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one: □ Duct sealina [I Attic insulation □ Cool roof □ Attic insulation □ 1978 and later Select one: [I Lighting package □ Water heating Package □ Between 1978 and 1991 Select one: □ Duct sealina □Attic insulation □Cool roof El 1992 and later Select one: □ Lighting package □Water heating package B. D Nonresidential' new construction or alterations~ $200,000 building permit valuation, or additions ~ 1,000 square feet. □ N/A Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2-Energy Efficiency. AS.203.1.1 Choose one: I] 1 Outdoor lighting □ .2 Warehouse dock seal doors I] .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) □ NIA _________ _ □ .4 Daylight design PAFs □.S Exhaust air heat recovery AS.203.1.2.1 Choose one as applicable: 0.95 Energy budget 0.90 Energy budget □NIA A5.211.1tt D On-site renewable energy □ NIA A5.211.3tt □ Green power (ff offered by local utility provider, 50% minimum renewable sources) □ NIA AS.212.1 D E~vators and escalators □ NIA A5.213.1 D Steel framing □ NIA • Includes hotels/motels and high-nse residential buildings tt For alterations;, $1,000,000 8PV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: oompty wrth CMC 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 111120). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (28 below) instead. 2) If project includes installation of an electric heat pump water heater pursuantto CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PVoffset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc' sheets if necessary) Total System Size: kWdc = (CFAx.572) 11,000 + (1.15 x#d.u.) 'Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ □ □ □ kWdc B. D Nonresidential new construction or alterations ~$1,000,000 BPV and affecting ~75% existing floor area, or addition that increases roof area by ~2,000 square feel Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: D If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: □If .e 10,000s.f. calculate: 15 kWdc x (GFA/10,000)" kWdc "Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:'" ______ x .80= Min. system size: _____ kWdc '"Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. D For systems serving individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMG 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 Cfty of Carlsbad Climate Action Plan Consistency Checklist 4~ El~ c Vehicle Cha In A Residential New construction and major alterations• ease refer to Carlsbad Ordinance CMC section 18.21.140 when com letin this section. One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception : D Multi-family residential· D Exception · Total Parking Spaces EVSE Spaces Proposed Capable Readv Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces -EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Installed Total 'Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permtt valuation~ $60,000 or inciude an electncal service panel upgrade; (2) for muMamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, intenor finishes are removed and significant site work and upgrades to structural and mechanical, electncal, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) D Exception · Total Parking Spaces EVSE SPaces Proposed Capable Readv Installed I Total I Calculation· Refer to the table below· Total Number of Parkinq Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 11 151-200 17 9 I I 201 and over 10 n<arcent of total 50 percent of Reauired EV Spaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to detemiine whether or nor your pennit requires a TDM plan. If TDM is applicable to your pemiit, staff will contact the applicant to develop a site-specific TDM plan based on the pemirt details. Acknowledgment: ■ --Employee ADT Estimation for Various Commercial Uses EmpADTfor first 1,000 s.f. EmpADTI Use 1000 s.f., Office (all), 20 Restaurant 11 Retai13 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 O'"Edition 13 11 4.5 3.5 3 1 , For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Cartsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pem,it require a TDM plan and understand that an approved TDM plan is a condrtion of pemiit issuance. ApplicantSignature BcvK~ Sl\ltth Date 01-04-2021 Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Pnnted): __________________ _ Phone Number: ____ _ Email Address: __________________ _ Updated 8/15/2019 6