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Home My WebLink About2651 ACUNA CT; ; PC2019-0097; PermitBuilding Permit Finaled Plan Check Permit Print Date: 03/28/2023 Job Address: 2651 ACUNA CT, CARLSBAD, CA 92009 Permit Type: BLDG-Plan Check Work Class: Parcel#: 2154910900 Track#: Valuation: $0.00 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: GOERTZEN RESIDENCE Description: GOERTZEN: 4,102 SF SFD // 563 SF ADU FEE MANUAL BLDG PLAN CHECK FEE Property Owner: 1731 THOMAS LLC 7491 ESFERA ST CARLSBAD, CA 92009-7824 Residential DEV2019-0174 Total Fees: $1,600.00 Total Payments To Date: $1,600.00 Building Division Permit No: Status: {cityof Carlsbad PC2019-0097 Closed -Finaled Applied: 12/17/2019 Issued: 02/17/2021 Finaled Close Out: 03/28/2023 Final Inspection: INSPECTOR: Balance Due: AMOUNT $1,600.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlstiad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check f'(R619-ro9;J Est. Value PC Deposit -------- Date },:J -f 1 ~/CJ Fire Sprlnklers:6'§.i)/ no Air Conditioning~ no Electrical Panel Upgrade: yes/ no BRIEF DESCRIPTION OF WORK: /;{)l(,,D A Tu/O ,Toll ,RLf!.bNV4 HKOI FrAct/£,L:) Aaf6-zffef?RY ~ VNIL l/r'3 ..Sc$. ff) • Addition/New: ~/o;L LivlngSF. H/J DeckSF, "IID Patio SF, 943 Garage SF Is this to create an Accessory Dwelling Uni~ No New Fireplace? @No, if yes how many? .:Z +-f\ Pll ~ -S ( t 3 O Remodel: ____ SF of affected area Is the area a conversion or change of use ? Ves ~ 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? __________ _ □ SOiar: ___ KW, __ Modules, Mounted: Roof/ Ground, Tilt: Ves / No, RMA: Ves / No, Battery: Yes/ No Panel Upgrade: Ves / No D Reroof: ______________________________ _ 0 Plumblns/Mechanlcal/Electrlcal Only: _____________________ _ D Other: -------------------------------- APPLICANT {PRIMARY CONTACT) Name: t/W&Y MRl?rM Address: Po ,IQX 9~z': City: ,Ml PtUt/ State: cA: Zip: t:f..2111 Phone·ffi~4~ ~ Email: 'J=-;-J, VE. ~Pd/ DESIGN PROFESSIONAL Name: ,p,D !fi,(£E'Kl,A/ Address: 2tzle H.YArr g Clty:"4d/ l>/€"'2 State: CA Zip: 'jZ/// Phone: "' .. ZZA -,z::za Email: £S,t~I✓,&&, ~CW/ Architect State Ucense: _________ _ PROPERTY OWNER Name: H£N&Y &Ql".l!.,77'£ A./ Address: f() -IQX 'IIJ-3£ City: ~O/lll) State:CA Zip: '11/.6'1 Phone:~ Emall: tf'f. CM/ CONTRACTOR BUSINESS Name:~ ~¥<-oL 4';, Address: P, 49::t' 1/$1,£: Oty: "4 Q~ State:~ Zip: ~ Phone: «{/-49'11-"9I" Email: :,tc.2:>•cr-f&e~1r--f-N'"'1{ .e:..r State UcenJ: 1'( I G.«1 Bus. Ucense: 04V I &W \ )1 (Sec. 7031.5 Business and Profusions Code: Any City or County which requires • permit to construct. alter, lmpr011e, demolish or repair any structure, prior to Its Issuance, also requires the appllcant for such permit to Ille a slcned statement that he/she Is licensed pursuant to the provisions of the Contractots Ucerue law (Chapter 9, commendln1 with Section 7000 of Dtllhlon 3 of the Business and Professions Code) or that he/she Is exempt themrom, and the basis for the •llesed eKemptlon. Any vlolatlon of SectlOn 7031.5 by any applicant for a permit subjects the applicant to a clvll penalty of not more than five hundred dollars ($500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Bullding@carlsbadca.gov ( OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury m1f of the following dee/orations: O I have and wll maintain a certlfleite of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is bsued. □ 1 have and wll maintain worker's compenS1tlon, as required by Section 3700 of the Labor Code, for the performance of the work for whk:h this permit Is Issued. My workers' compensation Insurance CAtrler and policy number are: Insurance Company Name:--------.----------- Poll ____________ Expiration Date: ________ _ Certificate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner so as to be come subject to the workers' compensation Laws of C.llfornla. WARNING: Fallure to secure workers compensation COftflP II IMWful, and shaU •ubJKt an employer to crlmlnal penaltlH end clvll fines up to $100,000,00, In addition the to the cost of compensation, damqH as provided for In Section 3706 of the Labor code, Interest and attorney's fees. ~~ coNTRAcroR SIGNATURE: ~ □AGENT oATE: 1 12, I z..1 ~ F/ ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I om exempt from Contractor's Lfcense Low for the fol/owing reason: 0 I, as owner of the property or my employees with wqes as their sole compensation, wlll do the work and the structure Is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself Of' throuah his own employees, prOl/lded that such Improvements are not Intended or offered for sale. If, however, the ,bulkll111 or Improvement Is sold within one year of completion, the owner-bullder will heve the burden of proving that he did not build or Improve fM the purpose of sale). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds Of' Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's ucense Law). 0 I am exempt under Section ______ Business and Professions COde for this reason: 1.1 personally plan to provide the major llbOf' and materials for c:onstructlon of the proposed property Improvement. Cl Yes Cl No 2. I (have/ have not) sianad an appllatlon for• bulldlng permit for the proposed work. 3. I have contracted with the followln& person (ftnn) to provide the proposed construction (Include name address/ phone/ contractors' ltcen11 number); 4. I plan to provide portions of the wort, but I have hired the followtna person to coordinate, superytse and proylde the major wort (Include name/ address/ phone/ contractors' license number): ~ 5.1 will provide sMne of the work. but I have contracted (hired) the followln& persons to provide the work lndlclted (Include name/ ICldms / phone I type of work): OWNER SIGNATURE: __________________ □AGENT DATE: _____ _ CONSTRUCTION LENDING AGENCY, IF AN\'; I hereby affirm that there Is I construction lending agency for the performance of the work this permit Is Issued (Sec. 3097 (I) CMI Code). IAnder'•N-: __________________ 1Ander'1Addru1: ________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant Of' future bullcllnl occupant required to submit a business plan, acutely hazardous rnatert■b rqbtratlon form ot risk manqement and prevention program under 5ectlons 25505, 25533 or 25534 of the Presley-Tanner Hlllrdous SUbstance Acxollllt Act.? Cl Yes Cl No Is the applicant or future bulkllnc oa:upant required to obtain I permit from the llr pollution control district Of' air quallty management district? Cl Yes O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Cl Yes O No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS Of THE OFFICE OF EMERGENCY SERVICES AND THE AIR POlLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I hwe read the appllcltlon and state that the above Information Is correct and that the Information on the plans Is 1c:cunite. I agree to comply with all City ordinances and State laws relating to bulldlna construction. I hereby authOllze representative ci the City of cartsbad to enter upon the above mentioned property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY ANO l(££J> HARMLESS THE OlY OFCARI.SllAOAGAINST ALL LIABILITIES, JUOGMENTS, COSTS ANO EXPENSES WHICH MAY IN Nit WAY AC.CRUE AGAINSTSAIO OTY IN CONSEQUENCE Of THE GRANTING OFTHIS PERMIT.OSHA: An OSHA permit ls required for excavations overS'O' deep Ind demoltlon or construction of structures over3 stories In heiaht EXPIRATION: Every permit Issued by the Bulldtnc Official under the provisions of this Code shaU expire by Umltatlon and become nul and void If the buldlrc or work authorized by such permit Is not a>mmenc:ed within 180 days from the of such permit or If the build-. or work authorized by such permit Is suspended or abandoned at wr-, time allertheworklscommenced for I peflod ci180da~ .4A Uniform Bu Code). 1635 Faraday Ave Carlsbad, CA 9 B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page2of2 Email: Building@carlsbadca.gov · Rev. 06/18 P.O. Box 1195 Lakeside, CA 92040 (619) 443-0060 Date f) -;?5 -':}, / Foundation Excavation Inspection for / have inspected foundation excavations for the I.. A · L proposed structure. The following apply: Address 2 ((l 5 I · tUnvl UfN( r ~oils are substantially the same as those L f dl/. r:'/ c i /J / ,/ g encountered in our previous reports. oc _ 0 _ Il c • CJf✓ cf( , LOI lftJQ,l _/ --:t.. ,I I q ' C!) Footing excavations for the proposed: File# 1rJr/11tJ -/ I S~lt f4.,u,!J (te<tJe11~1 exten o the proper depth and bearing strata and conform to the previous report as to soil expansion and bearing capacity. Comments: -.Jl~e4.i.:;.,~~J~·h~-rlf_~CalLLn...u.?,:;.:...fl~d~e:..a:., _______________ _ • Note: Footing recommendations in our report are based on minimum standards for the soil type. Please see structural engineer or approved foundation plans for any additional requirements. From ---~<J;L_-'----------------7~ESTERS REPRESENTATIVE 1-. Tl!IITIIDkl ___________ .1u_N_a_o_20___,;.20 __ ---,--,,-,,,.----- P.o. Box 1195 Lakeside, California June 7, 2019 Greg Goertzen 3466 Camino Michelle Carlsbad, California 92009 SUBJECT: .File No. l 127H6-19 SITE INSPECTION Proposed Residential Building Site El Fuerte Street and Acuna Court City of Carlsbad Dear Mr. Goertzen: SCOPE In accordance with your request, a Site Inspection has been performed at the subject site. The purpose of this investigation was to examine existing site conditions and provide engineering recommendations for the proposed single family residence. FIELD INSPECTION In order to accomplish this purpose, a representative of this firm visited the site, reviewed the topography and site conditions and visually and textually classified the surface and near surface soils. Representative samples of the on-site soils were obtained from 2 test explorations approximately 4 feet in depth and tested for density, shear strength and expansive characteristics. SITE CONDITIONS The subject site is located on the northwest corner of El Fuerte Street and Acuna Court. The property is a moderately sloped lot descending from the northeast to the southwest of the vacant site. Neighboring properties are occupied by residential structures. Fill materials were not encountered during the course of this inspection. 1 92040 · (619) 443-0060 > 1--0 Greg Goertzen File No. 1127H6-19 June 7, 2019 SOIL CONDITIONS Soils encountered in the test explorations are topsoils consisting of loose, dark orange brown, silty sands with organic materials to approximately 6 to 12 inches in depth. These surface soils were underlain by native soils consisting of medium dense to dense, tan to red brown, silty sands with light clay to the bottom of the explorations, approximately 4 feet in depth. The soils we encountered were considered to be moderately expansive with respect to change in volume with change in moisture content. CONCLUSIONS AND RECOMMENDATIONS 1. A representative sample of the foundation soil was remolded to 90% of maximum dry density. Based on the following test results, a safe allowable bearing value of at least 2000 pounds per square foot for 12 inch deep footings may be used in designing the foundations and slab for the proposed structures. This value may be increased by one third for wind and/or seismic loading. This value may be increased by 20 percent for each additional foot of depth and or width to a maximum of 3 times the designated value. Maximum Dry Density Optimum Moisture Angle of internal friction Cohesion Unit weight Expansion Index 121.5 pcf 12.1% 29° 391 psf 109.5 pcf 65 2. Lateral resistance to horizontal movement may be provided by the soil passive pressure and friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure may be increased by 1/3 for wind and seismic loading. 3. The seismic parameters for the site coordinates 33.09791 °N, 117.247985°W for assumed Site Class D are as follows : • Ss = 1.035 g • s, =0.401 g Sms = l.124 g Sm1 = 0.641 g 2 Sds = 0.749 g Sdl = 0.427 g Greg Goertzen File No. 112786-19 June 7, 2019 4. If no grading is proposed, footings for the proposed structure must extend through any loose soils a minimum of 12 inches into firm natural ground. Anticipated footing depth is 18 to 24 inches. Footing excavations should be inspected by a representative of this firm prior to placement of forms and reinforcing steel to insure proper depth has been achieved and that all footings are founded a minimum of 12 inches into firm natural ground. Loose soils should be removed from excavations prior to our inspection. This foundation depth is based upon the soil values only and does not take into consideration the structural requirements. 5. The foundation soils are moderately expansive. The following foundation depth is a minimum due to the expansive nature of the soil and must be used in order to prevent possible damage to the proposed structures from adverse effects of expansive soils. These recommendations for footings and slabs are based upon the soil type only and do not take into consideration the structural requirements. ■ Use continuous exterior perimeter foundations (including door openings). They should be founded a minimum of 18 inches below lowest adjacent grade. ■ Interior footing depth should exceed 12 inches below top of slab or 12 inches for raised floor construction. ■ Reinforce continuous concrete foundations as a beam with at least one #4 bar positioned 3 inches above the bottom of footing and one #4 bar positioned 1 inch below top of foundation or top of finish floor. 6. Concrete Slab-On-Grade, SOG, should be designed by the project's structural engineer based on anticipated loading conditions. We recommend that conventional reinforced concrete SOG for this project be founded on 4 inches of Class II Virgin Aggregate Base (with approximately 2% +/-over optimum moisture content and 90% compaction, relative to the lab maximum dry density, ASTM D 1557), overlying a 12 inch thick zone of adequately placed and compacted structural fill. We recommend that a moisture barrier be provided by a membrane, visqueen 10 mils in minimum thickness or equivalent, be placed at top of well compacted Class II Aggregate Base, then covered with 2 inches of moist clean sand having a minimum sand equivalent of 30 when tested in accordance with the American Society of Testing and Materials test method 'ASTM D1555. Floor slabs, as a minimum, should be 5 inches thick with #4 reinforcing steel at 16" on-center each way. Reinforcement should be placed at mid-height of the slab. The final slab thickness and reinforcement should be determined by the structural design 3 Greg Goertzen File No. 1127H6-19 June 7, 2019 engineer. Control Joints should be provided in accordance with the recommendations of the structural design engineer. SITE EROSION CONTROL During the construction, surface water should be controlled via berms, gravel bags and/or sandbags, silt fence, straw wattles, siltation basins, while maintaining positive surface grades or other methods to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best management Practices (BMP's) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. SITE AND SURFACE DRAINAGE Drainage at the site should be directed away from foundations, collected and tight lined to appropriate discharge points. Consideration may be given to collecting roof drainage by eave gutters and directing it away from foundations via non-erosive devices. Water, either natural or from irrigation, should not be permitted to pond, saturate the surface soils or flow towards the foundation. Landscaping requiring a heavy irrigation schedule should not be planted adjacent to foundations or paved areas. The type of drainage issues found within the project and materials specified and used should be determined by the Engineer of Record. GROUNDWATER AND SURFACE WATERS There was no indication of a near-surface groundwater table within our exploratory trench or perched groundwater. Although groundwater is not expected to be a significant constraint to the proposed development, our experience indicates that near-surface groundwater conditions can develop in areas where no such groundwater conditions previously existed, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation or unusually heavy precipitation. It is anticipated that site development will include appropriate drainage provisions for control and discharge of surface water runoff. The type of drainage issues found within the project and materials specified and used should be determined by the Civil Engineer. The type of plants and soil specified along with proper irrigation used should be determined by the Landscape Architect. 4 Greg Goertzen File No. 1127H6-19 The following grading specifications should be utilized if grading is proposed. RECOMMENDED GRADING SPECIFICATIONS For Proposed Residential Building Site El Fuerte Street and Acuna Court City of Carlsbad June 7, 2019 GENERAL: Soil Testers and 'Engineer' are synonymous hereinafter and shall be employed to inspect and test earthwork in accordance with these specifications, the accepted plans, and the requirements of any jurisdictive governmental agencies. They are to be allowed adequate access so that the inspections and tests may be performed. The Engineer shall be apprised of schedules and any unforeseen soil conditions. Substandard conditions or workmanship, inadequate compaction, adverse weather, or deviation from the lines and grades shown on the plans, etc., shall be cause for the engineer to either stop construction until the conditions are corrected or recommend rejection of the work. Refusal to comply with these specifications or the recommendations and/or interpretations of the engineer will be cause for the engineer and/or his representative to immediately terminate his services. Deviations from the recommendations of the Soil Report, from the plans, or from these Specifications must be approved in writing by the owner and the contractor and endorsed by the engineer. SOIL TEST METHODS: Maximum Density & Opt Moisture Density of Soil In-Place --ASTM D1557-70 --ASTM D1556, D2922 and D3017 Soil Expansion Shear Strength Gradation & Grain Size Capillary Moisture Tension Organic Content --UBC ST AND ARD 29-2 --ASTM D3080-72 --ASTM Dl 140-71 --ASTM D2325-68 --% Weight loss after heating for 24 hours at 300° F and after deducting soil moisture. LIMITING son.. CONDITIONS: Minimum Compaction Expansive Soils 90% for 'disturbed' soils. (Existing fill, newly placed fill, plowed ground, etc.) 84% for natural, undisturbed soils. 95% for pavement subgrade within 2' of finish grade and pavement base course. Expansion index exceeding 20 5 Greg Goertzen Insufficient fines Oversized Particles File No. 1127H6-19 Less than 40% passing the #4 sieve. Rocks over 10" in diameter. PREPARATION OF AREAS TO RECEIVE FILL: June 7, 2019 Brush, trash, debris and detrimental soils shall be cleared from the areas to receive fill. Detrimental soils shall be removed to firm competent soil. Slopes exceeding 20% should be stepped uphill with benches 1 O' or greater in width. Scarify area to receive fill to 6" depth and compact. FILL MATERIAL shall not contain insufficient fines, oversized particles, or excessive organics. On-site disposition of oversized rock or expansive soils is to be at the written direction of the Engineer. Select fill shall be as specified by the engineer. All fills shall be compacted and tested. SUBDRAINS shall be installed if required by and as directed by and detailed by the engineer and shall be left operable and unobstructed. They shall consist of 3" plastic perforated pipe set in a minimum cover of 4" of filter rock in a 'vee' ditch to intercept and drain free ground from the mass fills. Perforated pipe shall be schedule 40, Poly-Vinyl-Chloride or Acrylonitrile Butadienne Styrene plastic. Rock filter material shall conform to the following gradation: Sieve size: %Passing: 3/4" 90-100 #4 25-50 #30 5-20 #200 0-7 Subdrains shall be set at a minimum gradient of 0.2% to drain by gravity and shall be tested by dye flushing before acceptance. Drains found inoperable shall be excavated and replaced. CAPPING EXPANSIVE SOILS: If capping expansive soils with non-expansive soil to mitigate the expansive potential is used, the cap should be compacted, non-expansive, select soil placed for a minimum thickness 3' over the expansive soil and for a minimum distance of 8' beyond the exterior perimeter of the structure. Special precautions should be taken to ensure that the non-expansive soil remains uncontaminated and the minimum thickness and dimensions around the structure are maintained. The expansive soils underlying the cap of non-expansive cap should be pre-saturated to a depth of 3' to obtain a degree saturation exceeding 90% before any construction supported by the compacted cap. 6 \ Greg Goertzen File No. 1127H6-19 The non-expansive soil comprising the cap should conform to the following: Minimum Compaction Maximum Expansion Index Minimum Angle of Internal Friction Cohesion Intercept 90% 30 33 Deg 100 psf June 7, 2019 UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for conditions, which differ from those, described in the applicable current reports and documents for this property. Upon termination of the engineer's services for any reason, his fees up to the time of termination become due and payable. If it is necessary for the engineer to issue an unfavorable report concerning the work that he has been hired to test and inspect, the engineer shall not be held liable for any damages that might result from his 'unfavorable report'. If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Respectfully submitted, Chin C. Chen, RPE C34442 CCC/mlj 7 STRUCTURAL CALCULATIONS PROJECT: DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT lWENlY EIGHT DAYS: Z6uv ______ PSI MASONRY: MORTAR: GRADE nN" CONCRETE BLOCK F ' M = TYPES 1,800 PSI _______ PSI GROUT: 2000PSI REINFORONG STEEL: A-615 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: '?J2S ... .,. O ,?S GRADE 40: GRADE 60: #2 #2 #4 AND LESS (U.O.N.) #5 AND LARGER STUD OR BffiER REPORT BY: t1.fr CC t',L pl l.,,V( fl'1-t17f".l) WIND FORCE: REPORT NO.: __ --_____ _ SOIL PRESSURE: Isl)..:) (,'SP DESIGN LOADS: ROOF DEAD LOAD ROOFING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL= SLOPING ROOF LIVE LOAD SLOPING= ?,:, ~T FLAT= FLAT / FLOOB DEAD LOAD WALL DEAD LOAD INT. EXT. FLOORING INTERIOR lOPSF PLYWOOD EXTERIOR 16 PSF JOISTS INSUL&CLG. MISC. TOTAL "" , .. ~~ FbOOR LIVE LOAQ INTERIOR 40 PSF BALCONY 60 PSF (U.0.N.J EXIT WALKWAY 100 PSF 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 stamp and signature of the Engineer of Record. ... ii I s •• DI•·· · 1••·· ................ s111,. I UI, •••• ,. tA ••• , •. 11s11 n•-•···· ,.. (1511 UI-USI -?: . ---\) STRUCTURAL ENGINEERS, LLP www.htkse.com 1'705 fL-fi.t¥f,l,~ Sr C.MZ-t,,,; &,fl I C p,.. 'Olri:_ 1..Z. ~,S~ 1 (}LF~ 14-f5F- 6?(-t. W-'lz...-L V., 1st¢1 ~Y.:> ::: $ 'P5F lA/1~->v(.. l,J,b,,t_ tJ1~1 ~ ... 5 ~):= ~ Z.I 11 ,,lo G.~. 2 ~5. ~ -/IJl,o I/ 4 ,53 ~,-. 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';p1-,-'()~vt... ~.lc_ 1,,-,J. o b W;.-74((1.~/-z,I-:;, l1o 16/h v,-.. t -~ t: J ~y ';"--.4-t i..b. ~~-'? ~ Jib' ; .... 4- ~~, t • ,,,,1. on; P-1 t . o J:. w ~ 'lC/£ , ) ;. 1 ~l q) J-"'A ( "4 /, -+ t ~ J :' rz t ~ io/ .f,.. f '--s.rk'.:'.e ~-.> b ..;-, 7, r; "- ~I( -1/1/T• 0 riiL -. /8-.:> b- (1-;. ~4(1.s1z )-t--,f/ •jz:-t 2 '-J1-) 1 Jl(i J=· t)'?( ~/-b ,:>:: ,_.., ~ e.. /'1-.v-~ -~ ~(4'U._.~.,,,./ -Sv~ ,( \4 toJ L ~~1/, -Jr.ft) Y),v, t 51fnll1 f ,,, ft>.(>f} i,,J•, "it( 8ft) h '{&tj--Z•l) ~ ~ f':, /o 1i-e '?,, -1-~ -~ .e ;v/.;l (Ai. C, ~ ~•,i.t 1-f ~L ~,:: l7-t)~e,ll 7-151,,, t:_ I l. t> -h, ,,J ,.,-,<1 {l~/t't/} ~-'/1 I~ -1:r, V "--Jtr -c. I ':) "'~ 1, 't,, J&,, & J'."x ~-;. Jlb, 1o ; "f STRUCTURAL PLAN CHECK RESPONSES DATE:April 16,2020 PROJECT:ElFuerte PROJECTNo.: 19-406 PLAN CHECK No.: PC2019-0097 STRUCTURAL .JUN 3 0 2020 rJ:lHTK STRUCTURAL ENGINEERS, LLP 14288 Danielson Street • Suite #200 • Poway, CA 92064-8819 (858) 679-8989 • WWW. HTKSECOM • Fax (858) 679-8959 20. Please see the attached geotechnical report. 21. Please see attached letter from the geotechnical engineer. ~ 22. Please see the updated foundation plan to show the note; please reference the civil plans for an:--a drainage patterns. 0 23. Please see the attached truss package for layout and truss calculations. 24. Please see the attached reviewed truss package. 25. Please find the attached schematic to show beam locations. 26. According to the sections shown, there are double headers in the area connecting the family and outdoor living. Please also see updated detail callout in this area. 27. Please see the attached calculation for the foundation calculation. Please let us know if there is anything else to address. Thank you From: Copies to: File Page 1 DATE: April 14, 2020 PROJECT:ElFuerte PROJECTNo.: 19-406 Maximum point load From member BF13 P=7 .6 kips FOOTING CALCULATION Pmax allowed= (((18+8)/12)*2*(15/12))*2,000psf=l0,833 lb ~HTK STRUCTURAL ENGINEERS, LLP 14288 Danielson Slreel • Suite #200 • Poway, CA 92064-8819 (858) 679-8989 • WWW. HTKSECOM • Fax (858) 679-8959 The maximum allowed load on a 15"xl8" grade beam given the information from the soils report is 10.8 kips. A load of 7.6 kips is less than the max allowed load. No additional pad footing is required. From: Copies to: File Page 1 BF17 BF13 BF15 BF7 .BF9 BF8 BF14 B1 ii -=, '-711 I I lk ~ ½-----------c 1 1 r---------&1 r-----. ",~ B2 DATE: TO: PROJECT: PROJECT No.: October 9, 2020 Greg Goertzen Acuna Court 19-406 ME MORA N DU M ~HTK STRU CTURAL ENG INEERS, LLP 14288 Danielson Street • Suite #200 • P~. CA 92064-8819 (858) 679-8989 • WWW. HTKSE.COM • Fax (858) 679-8959 OCT 1 6 2020 I have reviewed the truss drawings prepared by Mission Truss. They are in conformance with the-structural drawings and calculations. If you have any further questions, please contact me at any time. From: HTK Copies to: File PC2019-0097 2651 ACUNA CT GOERTZEN: 4,102 SF SFD II 563 SF ADU DEV2019-017 4 2154910900 10/16/2020 PC2019-0097 Page I • Milek~ APN -2.65"/ Re: 09160-19 .21~-41/-a>CJ ~CCJ#~ C-7': 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 supervis ion based on the parameters provided by Mission Truss Company. Pages or sheets covered by thi s seal: R58019385 thru R580 19411 My li cense renewal date for the state of California is March 3 1, 2020. May 7,2019 Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPl-1, Chapter 2. )9160-l9 Mission Truss, I--2-0-0 2-0-0 T01 Lakeside, CA -92040, 3-4-10 7-3-0 3-4-10 3-10-5 CALIFORNIA GIRDER 12-3-7 4-3-12--+ 3 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:47:56 2019 Page 1 10 EoU8Bcz6LGapbW9adPlkOPziwNJ-m4YfEnfoJM6nPKyPal ?OmaGGQNajKh6jZhcTlyzJCMX 17-3-13 21-7-9 2?,-4~ 26-2-9 29-7-4 I 31-7-4 I 5-0-7 4-3-11 0-8-1 3-10-5 3-4-11 2-0-0 Scale= 1·55 9 3.00 [12 4x8 ~ 4x4 4x8 4x8 :::::c 29 3x4 :::. ::::, ~ ~ ~' ,~ .., "' 101;:;; 0 16 15 14 32 13 12 11 3x8 = 2x4 II 4x8 7x14 M18SHS 2x4 II 4x8 2x4 II 3x8 - 3-4-10 3-4 10 7-3-0 3-10 5 12-3-7 5-0 7 17-3-13 507 22-4-4 5-0 7 -t-26,,_-.,,_2--"9'----+---'2"'9:..;-7c...:.-4 -j 3105 3-411 ---- LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.34 13-14 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -1.39 13-14 >255 180 M18SHS 220/195 BCLL 0.0 Rep Stress Iner NO WB 0.31 Horz(TL) 0.24 9 nla n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix-MS Weight: 384 lb FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1&8tr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins, except 2-0-0 oc purlins (5-11-1 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=3627/0-3-8, 9=3627/0-3-8 Max Horz 2=29(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10280/0. 3-4=-11448/83, 4-5=-11121/86, 5-6=-15406/74, 6-7=-11 121 /87, 7-8=-11448/85, 8-9=-10281/0 BOT CHORD 2-16=0/9879, 15-16=0/9879, 14-15~56/15389, 13-14~30/15391 , 12-13=-30/15391, 11-12=0/9879, 9-11=0/9879 WEBS 3-16=-388/93, 3-15=-175/1457, 4-15=0/1600, 7-12=0/1600, 8-12=-179/1457, 8-11=-388194, 5-15=-4617/57, 5-14=0/312, 6-14=-299/329, 6-13=01307, 6-12=-4619/51 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf: BCDL=6.0psf; h=25ft; Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip OOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 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) Girder carries hip end with 7-3-0 right side setback, 7-3-0 left side setback, and 8-0-0 end setback. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 739 lb down and 99 lb up at 22-4-4, and 739 lb down and 99 lb up at 7-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard £ WARNING -Verify "-•lgn pllf.,_.t•r• •nd READ NOTES ON THIS ANO INCLUOEO MITEK REFERENCE PAGE Mll-1473 rwv. 1Ml3t.!015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and ,s for an 111div1dual building component, not a truss system. Before use, the building designer must verify the applicab1hty of design parameters and properly incorporate this design into the overall buik:hng 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 '!b~':8•?~• stor~~e, del~!'Y•, e~ectio~ and ~-ci~g ~~ ti:us~e_s .. a.~d. trus!,sys!eTs: S!f:... • , ~~Sf-?:P!!...'~~ality Critoria, 0S8-89 and SCSI Building Componont May 7,2019 MIi Milek· MiTek USA, Inc. .,..,.. ,._,~..,--"··-· 6 )9160-19 T01 CALIFORNIA GIRDER 3 Job Reference o tional Mission Truss, Lakeside, CA -92040, 8.240 s Dec 6 2018 Milek Industries. Inc. Mon May 613:47:57 2019 Page 2 ID:EoU8Bcz6LGapbW9adPlk0PziwNJ-EH61 R7gQ4gEe0UXc82\/VfJooRAnwy38MtnLL0rOzJCMW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4=-82, 4-7=-199, 7-10=-82. 17-20=-49(F=-29) Concentrated Loads (lb) Vert: 4=-644 7=-644 ,A. WARNING -Verity d.,.Jgn ,,.,.,,,.,.,. •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 ,. •• IIW3/2015 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 11 truss system. Before use, the building designer must verify the applicability or design parameters and property incorporate th1s design into the overall bu1khng design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the f!b!'1e;at~~• sto~~e, dehv!rt,•, e~ectlo~ and ~a.ci~g ~f t,:us~1:s ... a.~d, trus!_sys~eTs:. s!~,. • , ~NS~P!! ... ~~ality Critorin, DSB-89 and SCSI Building Componont Nii Milek· MiTek USA, Inc. ....... ,.. ___ ·--~ ., __ )9160-t9 T01A CAL HIP Mission Truss, Lakeside, CA· 92040, 1-I -·-c-2-0=-0=---+-----c's-=-7c-'-8=-------1-I --=9°"·3=--4-'c----=9ci:?-=-81~·-}ir1 __ --',14-'c-9=-·cc10,,__ 2-0-0 5-7-8 3-7-12 0 7 4-9-15 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:47:59 2019 Page 1 1D:EoU8Bcz6LGapbW9adPlk0PziwNJ-ArDosoigbHUMGoh_FTZ7OOuisbd3XygAFfq7vHzJCMU 19-7-9 20-4:j 23-11-12 29-7-4 I 31-7-4 I 4-9-15 0-8-3-7-12 5-7-8 2-0-0 Scale = 1.55.9 300 [12 4x8 ::; 3x8 -4x8 ::::: 27 ~t 6 3x10 3x8 7x14 M18SHS 3x8 3x10 - 9-3-4 14-9-10 20-4-0 5-6-6 -f-----=29e-:•c-7-4::::_ ______ --l 9.3-4 9-3-4 5-6-6 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(Ll) -0.29 11 >999 240 MT20 220/195 TCDL 21.0 lumberDOL 1.25 BC 0.67 Vert(TL) -1.16 11 >307 180 M18SHS 220/195 BCLL 0.0 . Rep Stress Iner YES WB 0.70 Horz(TL) 0.25 8 n/a nla BCDL 10,0 Code IBC2012/TPl2007 Matrix-MS Weight: 122 lb FT=0% 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 Structural wood sheathing directly applied or 2-10-9 oc pur1ins, except 2-0-0 oc pur1ins (2-5-1 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. {lb/size) 2=1677/0-3-8, 8=1677/0-3-8 Max Horz 2=-34(LC 9) Max Uplift 2=-11(LC 8), 8=-11(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4400/0, 3-4=-3977/0, 4-5=-3842/0, 5-6=-3842/0, 6-7=-397710, 7-8=-4400/0 BOT CHORD 2-12=0/4210, 11-12=0/4764, 10-11=0/4764, 8-10=0/4210 WEBS 3-12=-589/103, 4-12=0/633, 5-12=-1124/53, 5-10=-1124/53, 6-10=0/633, 7-10=-589/104 NOTES- 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 9-3-4, Exterior(2) 9-3-4 to 13-6-3, lnterior(1) 13-6-3 to 20-4-0, Exterior(2) 20-4-0 to 24-6-14, lnterior{1) 24-6-14 to 31-7-11 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 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. 10) Graphical pur1in representation does not depict the size or the orientation of the pur1in along the top and/or bottom chord. ,A. WARNING· Verify design,,,.,.,,,.,,.,. •nd READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE 1,/1/-7473 ,.., ltW3/2015 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 incorporate this design into lhe overaU buikling 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 ~b~•~~· stor~~e. deliv!'Y•. e~ectio~ and ~-ci~g ~!. t~s~e.s,. ~~d. trus!.sys~e~s .. s!~.. ~, ~NS!".7:P!! ... ~~•tity Critoria, DSB-89 and SCSI Building Componont May 7,2019 Nii" Milek· "' ~ "' 1;:;; 6 )9160-J9 T01B CAL HIP Mission Truss. Lakeside, CA -92040, 11-5-1 -2-0-0 5-7-8 9-3-4 9t~~l 1-5-6 2-0-0 5-7-8 3-7-12 14-9-10 3-4-9 Job Reference o lional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:01 2019 Page 1 ID:EoU8Bcz6LGapbV\19adPlk0PziwNJ-62L YHUjw7vk4V5rNNubbTez4mOJQ?roSizJE_9zJCMS 18-2-3 3-4.9 119-7-9 20-4-3 1-5-6 0-8-7 23-11-12 29-7-4 31-7-4 3-7-12 2-0-0 5-7-8 Scale= 1.55.9 2x4 II 2x4 11 300 112 4x8 ~ 2x4 II 2x4 II 4x8 :::: 29 5 3x8 -10 11 38 ~t, 0 18 17 16 3x10 -3x8 -7x14 M18SHS 3X8 3x10 ._ ______ ~9~-~~--------+---~14-9-10 9-~ 5-6-6 20-4-0 29-7-4 5-6-6 9-3-4 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.29 17 >999 240 MT20 220/195 TCDL 21 .0 Lumber DOL 1.25 BC 0.68 Vert(TL) -1.23 17 >290 180 M18SHS 220/195 BCLL 0.0 Rep Stress Iner YES WB 0.73 Horz(TL) 0.25 14 n/a n/a BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS Weight: 129 lb FT=0% 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 Structural wood sheathing direcUy applied or 2-10-2 oc purlins, except 2-0-0 oc purlins (2-8-6 max.): 4-12. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=1700/0-3-8, 14=1700/0-3-8 Max Horz 2=-42(LC 13) Max Uplift 2=-7(LC 8), 14=-7(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4433/0, 3-4=-4122/0, 4-6=-3986/0, 6-8~3992/0, 8-9=-399210, 9-12=-3986/0, BOT CHORD WEBS NOTES- 12-13=-412210, 13-14=-4433/0 2-18=0/4238, 17-18=014926, 16-17=0/4926, 14-16=0/4238 3-18=-497191, 4-18=0/604, 8-18=-1162/65, 8-16=-1162/64, 12-16=0/604, 13-16~497192, 5-6=-264/53 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 11-11-11, Exterior(2) 11-5-1 to 15-8-0, lnterior(1) 15-8-0 to 18-2-3, Exterior(2) 17-7-9 to 21 -10-7, lnterior(1) 21-10-7 to 31-7-11 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14. 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. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,A. WARNING· V•rlfy dufgn ,,,,,..,,,.,.,. •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/~7473 rev. !0,ru/2016 BEFORE USE. Design vahd for use only with MiTek® connectors. This de51gn 1s based only upon parameters shown, and is for an 1ndiv1dual building component, not a truss system Before use, the bu1ldmg designer must verify the apphc:abihty of design parameters and proper1y incorpora1e this design into the overall bu,~mg design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Add1t1onal temporary and permanent bracing is atways required for stability and 10 prevent collapse with possible personal inJury and property damage. For general guidance regarding the f!b~<:8'~~• stor~~e, dehv~'Y·, e~ectio~ and ~.ci~g ~~-tr,us~e.s ... ~~d, trus!.sys:eTs.~ s1:,~ ...• , ~NS!l:7:P1! .. ~~ality Critoria, DSB-89 and BCSI BuUding Componont May 7,2019 MiTek USA, Inc ,,_,., ,-. • _ _. __ A ·•-• ~ N )9160-19 T01C CAL HIP ' Job Reference o tional Mission Truss, Lakeside. CA-92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:48:03 2019 Page 1 ID:EoU8Bcz6LGapbl/V9adPlk0PziwNJ-3RTliAIBfW_okP?mUJd3Y32ORC_0TtulAHoL22zJCMQ /4-9-10116-2-3 I 19-7-9 2Q-4j 23-11-12 29-7-4 I 31-7-4 I 1-i _-2"-'-0-0=----i------"-5--.,__7-:::81--__ ---11---=-9.,,=•41--__,,9-:.iJ"- 8 1-'-!I_~ 1,__-'c'13s-5<:c-1,_ 2--0-0 5-7-8 3-7-12 0: 7 3-5-6 1-4-9 1-4-9 3-5-6 d-8-3-7-12 5-7-8 2-0--0 Plate Offsets (X Y) -- LOADING (psf) TCLL 20.0 TCDL 21 .0 BCLL 0.0 BCDL 10.0 3.00 [12 3x10 = 16 3x8 2x4 II 4x4 ::::. 15 5x8 - 4x4 ~ 9-3-4 9-3-4 -----l----"14::..·.,c9·._:1.,c0 ___ -J ____ 20-4--0 5-6-6 5-6-6 -----. f8·o o o o o 01 r15-o-4 o o 3 01 SPACING-2-0-0 CSI. DEFL. in (loc) Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.22 15 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.90 14-15 Rep Stress Iner YES W8 0.24 Horz(TL) 0.22 12 Code IBC2012/TPl2007 Matrix-MS 14 3x8 _______ 29=•:_::7-4 ___ _ 9-3-4 I/defl Ud PLATES >999 240 MT20 >396 180 n/a n/a Weight: 140 lb Scale = 1·56 8 3x10 GRIP 220/195 FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&BtrG 2X4 OF No. 1 &Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins, except 2-0-0 oc purlins (4-5-0 max.): 4-10, 5-8. BOT CHORD JOINTS Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 7 REACTIONS. (lb/size) 2=1677/0-3-8. 12=1677/0-3-8 Max Horz 2=46(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4433/0, 3-4=-3999/0. 4-5=-2357/0, 4-6=-1616/0, 6-7=-1615/0, 7-9=-1615/0, BOT CHORD WEBS NOTES- 9-10=-1616/0, 8-10=-2357/0, 10-11=-3999/0, 11-12=-4433/0, 5-8=-2243/0 2-16=0/4243, 15-16=0/3452, 14-15=0/3452, 12-14=0/4243 3-16=-600/77, 7-16=-54/595, 7-14=-49/573, 11-14=-600/78, 5-6=0/316, 8-9=0/349 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 13-3-5, Exterior(2) 13-3-5 to 20-4-0, lnterior(1) 20-4-0 to 31-7-11 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate raong reduction of 20% has been applied for the green lumber members. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,A WARNING -Vorlfy M•lgn ,,_,_,,..,.,. and READ NOTES ON THIS AND INCLUDED MffEK REFERENCE PAGE M/1•7473 ,.v. 1a.-o.v.2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and ,s for an 1nd1v1dual building component, not a truss system. Before use, the building designer must venfy the apphcabilrty of design parameters and property incorporate this design into the overall 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 stab11ity and to pre\lent collapse with possible personal lnJury and property damage. For general guidance regarding the ~b~';'8t~~· stor~~e. del1v.!"r·, e~ect10~ an~ ~-ci~g ~!. tr;us~~s .. ~~d. trus!,sys!eTs·. Sf;.~.. • . ~NS~Pf! .. ~~ality Ctltoritt, 0S8·89 snd SCSI Building Componont May 7,2019 NII Milek· Milek USA, Inc. 4,.,. ,.., __ ··-····- )9160-19 ' T01D Common Job Reference o tional Mission Truss. Lakeside, CA -92040, 7-4-13 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:05 2019 Page 1 ID:EoU8Bcz6LGapbW9adPlkOPziwNJ-?pa37smRB7EW_j88ckfXeU8IJ?g1xb72dbHS7xzJCMD 17-5-6 I 22-2-7 -l 29-7-4 I 31-7-4 I 14-9-10 I -2-0-0 2-0-0 7-4-13 12-1-14 4-9-1 2-7-12 2-7-12 4-9-1 7-4-13 2-0-0 3.00 112 3x10 7-4-13 7-4-13 15 2x4 11 9-10-7 2-5-10 Plate Offsets (X,Y}-[6·0-2-0,Edgej LOADING (psi) 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 IBC2012/TPI2007 3x8 = 2x4 II 26 14 7x14 M1BSHS - 3x4 6 27 3x8 - 2x4 II 13 3x4 12 2x4 11 MT 3x4 (@ 32" O.C. MAX) ON EACH FACE OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 12-1-14 17-5-6 19-8-13 22-2-7 2-3-7 5-3-8 2-3-7 2-5-10 I cs,. DEFL. in (foe) I/dell Ud TC 0.71 Vert(LL) -0.29 12-13 >999 240 BC 0.70 Vert(TL) -1.12 12-13 >316 180 WB 0.96 Horz(TL) 0.25 10 n/a n/a Matrix-MS 29-7-4 7-4-13 PLATES MT20 M18SHS Weight 125 lb 3x10 - GRIP 220/195 220/195 Scale = 1 550 FT=O% 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 2-5-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=1777/0-3-8, 10=1776/0-3-8 Max Horz 2=-50(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 2-3=-4704/0, 3-4=-3847/0, 4-5=-359110, 5-6=-535/104, 6-7=-5351107, 7-8=-3590/0, BOT CHORD WEBS NOTES- 8-9=-3820/0, 9-10=-4701/0 2-15=0/4498, 14-15=0/4498, 13-14=0/3647, 12-13=0/4495, 10-12=0/4495 3-14=-1051/79, 4-14=0/585, 8-13=0/584, 9-13=1072/76, 5-7=3537/0 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 14-9-10, Exterior(2) 14-9-10 to 17-9-10, lnterior(1) 17-9-10 to 31-7-11 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) 200.0lb AC unit load placed on the bottom chord, 14-9-10 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 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) 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. £WARNING• Verify de•lgn p,,rllnHIIO,. •nd READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rwv. IB>DS>:1015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based onty upon parameters shown, and is for an individual building compcnent. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indtcated is to prevent buckling of inchvidual 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 regardmg the ~b~<:3t~~· stor~~e, deliv~ry., e~ectio~ and ~a.ci~g ~~ u:us:':s .. a.~d. trus!_sys!eTs: st;.~,. . , ~~Sfl:1:PJ! .. ~~allty Criteria, DSB-.89 and SCSI Building Componont May 7,2019 NII Milek· )9160-19 T01E Common Girder 2 Job Reference o tional Mission Truss. Lakeside, CA -92040, 4-11-3 8.240 s Dec 6 2018 Milek Industries, Inc. Mon May 613:48:06 2019 Page 1 10: EoU8Bcz6LGapbW9adPlkOPziwNJ-T08RKCn3yRM MbsjK9RBmAhgyvP?jg 7tBsF 1 ?fNzJCMN 1-9-10-7 14-9-10 4-11-3 4-11-3 4-11-3 19-8-13 24-8-1 t-29-7-4 31-7-4 4-11-3 4-11-3 4-1 1-3 2-0-0 3.00 ~ 4x12 2x4 II 4x4 - f--4-11-3 9-10-7 14-9-10 4-11-3 4-11-3 4-11-3 Plate Offsets {X Y)--' --[1·0-3-4 0-0-4] [7·0-3-4 0-0-4] 111·0 5 0 0-4-8] LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 21.0 LumberDOL 1.25 BC 0.74 BCLL 0.0 . Rep Stress Iner NO WB 0.67 BCDL 10.0 Code IBC2012/TP12007 Matrix-MS 4x8 22 7x10 4x4 DEFL. in (Joe) 1/defl Vert(LL) -0.25 11-12 >999 Vert(TL) -1 .04 11-12 >339 Horz(TL) 0.20 7 nla 2x4 II 24-8-1 4-11-3 Ud 240 180 nla 29-7-4 4-11-3 PLATES MT20 Weight: 292 lb Scale = 1.50.8 --l GRIP 220/195 FT=O% 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 3-8-8 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 OF Stud/Std G REACTIONS. (lb/size) 1=3622/0-3-8, 7=381410-3-8 Max Horz 1 =-57{LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12284/0, 2-3=-10239/0, 3-4=-7665/0, 4-5=-7665/0, 5-6=-10212/0, 6-7=-12151/0 BOT CHORD 1-13=0/11894, 12-13=0/11894, 11-12=0/9906, 10-11=0/9880, 9-10=0/11763, 7-9=0/11763 WEBS 4-11=0/3314, 5-11=-2789/0, 5-10=0/1423, 6-10=-2102/0, 6-9=0/744, 3-11=-2817/0, 3-12=0/1433, 2-12=-2158/0, 2-13=0/764 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 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; Cat. II; Exp B; Enclosed; MWFRS {envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip OOL=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) 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) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 29-7-4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-82, 4-8=-82. 1-7=-166(F=-146) £ WARNING -Verify d .. lgn p11,.,,,.,_,. and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE M/1-7473 rwv. 1""'3/2015 BEFORE USE. Design vahd for use only with MiTek® connectors. This design Is based only upon parameters shown, and 1s for an individual bu1ld1ng component, not a truss system. Before use, the building designer must verify the applicability of design parameters and proper1y mcorporate this deS1gn into the overall bulkting design. Bracing indicated 1s to prevent bucktlng of individual truss web and/or chord members onty. Additional temporary and permanent bracmg is always required for stabiltty and to prevent collapse with possible personal injury and property damage For general guidance regarding the 1!b~<:3t~~• stor~?e, deliv!"¥·, ei:eclio~ and ~•~~g ~f.tr.uss ... ~s .. a.~d, trus!_,SYS!e~s •. '!t: ... , ~NS.":.:Pf! .. ~~•liry Critoria, 058·89 and SCSI Building Component May 7,2019 )9160-19 T02 Mission Truss. Lakeside, CA -92040, I -2-0--0 3-4-10 7-3-0 2-0-0 3-4-10 3-10-5 CALIFORNIA GIRDER 11-5-3 3-5-8 15-11-6 4-6-2 3 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:08 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-POGBltpJU2d4rAtjHsDEF6mJ6Dee83hUJZVV6jGzJCML 20-5-8 23-11-0 2 -7•1il.-28-6-1 I 31-10-11 133-10-11 I 4-6-2 3-5-8 0'8-1 1 3-10-5 3-4-10 2-0-0 Scale = 1:59 7 3.00 [12 7x10 :::::-2x4 II 3x8 -2x4 11 7x10 ..:::: 27 32 :::: ~t 1~ <r N 11 1;:;; 6 18 17 16 15 14 13 12 3x8 = 2x4 II 4x4 = 3x10 7x14 M18SHS 3x10 4x4 2x4 II 3x8 - 3-4-10 7-3-0 11-5-3 15-11-6 20-5-8 24-7-11 28-6-1 31-10-11 3-4-10 3-10-5 4-2-3 4-6-2 4-6-2 4-2-3 3-10-5 3-4-10 Plate Offsets (X Y)-[9·0-0-0 0-0-0l LOADING (psi) SPACING· 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.41 15 >923 240 MT20 220/195 TCOL 21.0 Lumber OOL 1.25 BC 0.84 Vert(TL) -1.68 15 >228 180 M18SHS 220/195 BCLL 0.0 . Rep Stress Iner NO WB 0.53 Horz(TL) 0.25 10 nla nla BCDL 10.0 Code IBC2012/TPI2007 Matrix-MS Weight: 418 lb FT=0o/o LUMBER· TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing direcUy applied or 6-0-0 oc pur1ins, except 2-0-0 oc purlins (5-11-12 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=3691/0-3-8, 10=3691/0-3-8 Max Horz 2=28(LC 4) FORCES. (lb). Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10460/0, 3-4~12467/74, 4-5=-15680/78, 5-6=-15680/78, 6-7=-15679/78, 7-8=-15679/78, 8-9=-12467/75, 9-10=-10459/0 BOT CHORD 2-18=0/10052, 17-18=0/10052, 16-17=-52/12201, 15-16=-17/17078, 14-15=-17/17078, 13-14=-24/12201, 12-13=0/10052, 10-12=0/10052 WEBS 3-18=-403/95, 3-17=-16512358, 4-16~30/3883, 5-16=-875/125, 6-16=-1597/16, 6-15=0/307, 6-14=-1597115, 7-14~875/125, 8-14=-31/3883, 9-13=-167/2358, 9-12=-403/95 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 . 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 • 1 row at 0-9-0 oc. Webs connected as follows: 2x4 • 1 row at 0-9-0 oc. 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: BCOL=6.0psf: h=25ft; Cat II; Exp B: Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed : end vertical left and right exposed; Lumber OOL=1.25 plate grip OOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Girder carries hip end with 7-4-12 end setback. 12) Graphical pur1in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 683 lb down and 92 lb up at 24-5-15, and 683 lb down and 92 lb up at 7-4-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. £WARNING· V•rlfy do•/gn ,,.,.,,,.,.,.. •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7•73 .-v. IQ/03/2015 BEFORE USE. Oes,gn valld for use onty with MiTek~ connectors. This design is based onti,, upon parameters shown, and 1s for an 1nd1vldual building component, not a truss system Before use, the building designer must venfy the apphcabihty of design parameters and proper1y incorporate this design into the overall bu,ldmg design. Bracing 1nd1cated 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 !!-b!1:8t~o~. stor!~e. d~li~~!'r.·, e~ectio~ and ~•.ci~g ~~t,:uss .. ~s .. •.~d, trus!.sys!eTs.,, s:~ ... , ~~S~P!! ... '!~ality Critorii,, OSB-89 and BCSI Building Componont May 7,2019 Nii' Milek· 6 )9160-19 T02 CALIFORNIA GIRDER 3 Job Reference o tional Mission Truss, Lakeside, CA· 92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:08 2019 Page 2 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-POGBltpJU2d4rAtjHsDEF6mJ6Dee83hUJZ\MljGzJCML LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-82, 4-8=187, 8-11=82, 19-22=-46(F=-26) Concentrated Loads (lb) Vert: 4=-596 8=-596 _A WARNING· Verify dulgn p,,r1111H1tero •nd READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mfl-7473 rev. Hl,'11:112016 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 trvn system Before use, the building designer must venfy the appl.CabilJty of design parameters end proper1y incorporate this design into the overall bu1fd1ng design. Bra~ng indicated is 10 prevent buckling or individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal inJury and property damage. For general guidance regarding the f!b~c:at~~• sto~~-dehv~ry., ~~ectio~ and ~•~~g ~~ tr_uss__~~ a.~d, trus!.sys!e~s,, St;_~,. • , ~NS,V:,:P!! .. ~~ality Crltoria, DSB-89 and BCSI Building Component Nii Milek· Milek USA, Inc.-· )9160-19 T02A California Mission Truss, Lakeside, CA -92040, 11-5-13 -2-0-0 4-4-10 9-3-0 tt1 12-5-31 2-0-0 4-4-10 4-10-5 :9.7 1-5-6 d-I 1-6 15-11-6 3-6-2 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries. Inc. Mon May 613:48:10 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-LnOyAZqa0gto4U16OHFiLXrdVOJfc?jnnt?Co8zJCMJ 21-10-4 20-4-lj 2~-7-1/ 19-5-8 0-11-6 1-5-6 27-6-1 31-10-11 3-6-2 4-10-5 4-4-10 !33-10-11 I 2-0-0 Scale = 1.59 7 3.00J12 7x10 ,=; 2x4 II ~~~' 6 20 19 18 3x10 -2x4 II 4X4 7x14 M18SHS 4-4-10 9-3-0 12-5-3 15-11-<i 4-4-10 4-10-5 3-2-3 3-6-2 Plate Offsets (X Y)-[4·0-4-4 Edge] [9·0-4-4 Edge] ' ' LOADING (psf} SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 TCDL 21.0 Lumber DOL 1.25 BC 0,93 BCLL 0.0 . Rep Stress Iner YES WB 0.36 BCDL 10.0 Code I BC2012/TPl2007 Matrix-MS 3x8 = 2x4 17 16 2x4 II 3x8 19-5-8 3-6-2 DEFL. in Vert(LL) -0.35 Vert(TL) -1.49 Horz(TL) 0.29 II 7x10 '=' 10 15 4x4 22-7-11 3-2-3 (loc) I/defl 17 >999 17 >257 12 n/a Ud 240 180 n/a 27-6-1 4-10-5 14 2x4 II 31-10-11 4-4-10 PLATES MT20 M18SHS Weight: 143 lb 3x10 GRIP 220/195 220/195 FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-15 oc pur1ins, except 2-0-0 oc purlins (2-8-10 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-20,12-14. REACTIONS. (lb/size) 2=1820/0-3-8, 12=1820/0-3-8 Max Horz 2=-36(LC 13) Max Uplift 2=-15(LC 8), 12=-15(LC 9) FORCES. (lb} -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4774/0, 3-4=-4779/0, 4-6=-5240/0, 6-7=-5239/0, 7-8=-5238/0, 8-9=-5238/0, 9-11=-4779/0, 11-12=-4775/0 BOT CHORD 2-20=0/4578, 19-20=0/4578, 18-19=0/4631, 17-18=0/5556, 16-17=0/5556, 15-16=0/4631, 14-15=0/4578, 12-14=0/4578 WEBS 3-19=336/304, 4-18=-22/894, 6-18=-350/40, 7-18=-474/18, 7-16=-475/17. 8-16=-350/40, 9-16=-22/893, 11-15=-336/304 NOTES- 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 10-0-7, Exterior(2) 9-4-12 to 13-10-14, lnterior(1) 13-10-14 to 22-5-15, Exterior(2) 21-10-4 to 26-4-6, lnterior(1) 26-4-6 to 33-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 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. 10) Graphical pur1in representation does not depict the size or the orientation of the pur1in along the top and/or bottom chord. £ WARNING. Vorlfy de•lpn ,,.,.,,,.,-,. •nd READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Ml/•7473 ,.v, 1/W3/2016 BEFORE USE. Design vahd for use only 'Mth Milek® connectors. This design is based anti,, upon parameters shO'Ml, and 1s for an tnd1v1dual bu1!dmg 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 BraC1ng indicated is to prevent buckling or individual truss web and/or chord members only Additlonal 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 '!b!1<;a'~~• stor~pe, d~llv~!'Y·. e~ectio~ and ~-Cl~Q ~~ tr_us~~s ... a.~d. trus!_sys~eT'·. Sf;.~,.. . , ~~S!"!:P!! ... ~~•lity Critoria. DSB-89 and BCSI Building Componont May 7,2019 llii Milek· MiT ek USA, Inc. 41'.,, ,.., _____ ···-- <'/ ~ "' 13d 6 )9160-)9 Mission Truss, ·2-0.0 2-0-0 T02B Lakeside, CA· 92040, 4-4-10 4-4-10 California 11-5-13 9.3.0 4-10-5 t·0•j 12-5-31 -9•7 1-5-6 0-11-6 15-11-6 J.6-2 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:48:13 2019 Page 1 1D:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-mM34obtSlbFNxxmh4PpPyAT9cELWpMZDTrDtPTzJCMG 21-10-4 2p.4.14 2a-,-11 19-5-8 J.6-2 0-11-61 1-5-6 0-9· 27-6-1 4-10-5 31-10·11 4-4-10 l 3J.10.11 I 2--0·0 Scale= 1•59 7 3.00 [i2 k, 6 24 3x10 = 4-4.10 9.3-0 4-4-10 4-10-5 Plate Offsets (X Yl I --. .. . --. [4·0-4 0 0 1 8] [14·0 4 0 0 1 81 LOADING (psi) 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 IBC2012/TP12007 5x10 23 4x4 35 5 7 22 7x14 M18SHS 12-5-3 3-2·3 CSI. TC 0.63 BC 0.92 WB 0.36 Matrix-MS 15-11-6 3-6-2 5x10 3x8 -12 13 42 21 20 19 3x8 -4x4 19-5-8 3-6-2 f 22-7-~ 3-2·3 DEFL. in (loc) 1/defl Vert(LL) -0.35 21 >999 Vert(TL) -1.49 21 >257 Horz(TL} 0.29 16 nla 27-6-1 4·10-5 Ud 240 180 n/a 18 31-10-11 4-4-10 PLATES MT20 M18SHS Weight: 149 lb 3x10 -= GRIP 220/195 220/195 FT=O% 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 Structural wood sheathing directly applied or 2-6-8 oc pur1ins, except 2-0-0 oc pur1ins (2-8-10 max.): 4-14. BOT CHORD Rigid ceiling directly applied or 10-0·0 oc bracing, Except: 2-2-0 oc bracing: 2-24, 16-18. REACTIONS. (lb/size) 2=1817/0-3-8, 16=1817/0-3-8 Max Horz 2=-42(LC 13) Max Uplift 2=-7(LC 8), 16=-7(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4750/0, 3-4=-4782/0, 4-6=-5244/8, 6-8=-5244/8, 8-9=-5243/7, 9-10=-5242/8, 10-11 =-5242/8, 11-14=-5242/8, 14-15=-4781/0, 15-16=-4750/0 BOT CHORD 2-24=0/4553, 23-24=0/4553, 22-23=0/4636, 21-22=0/5560, 20-21 =0/5560, 19-20=0/4636, 18-19=0/4553, 16-18=0/4553 WEBS 3-23=-318/272, 4-22=-42/878, 8-22=-373/78, 9-22=-534/32, 9-20=-535/32, 10-20=-357/78, 14-20=-42/876, 15-19=-318/272, 5-6~375/61 NOTES· 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 12-0-7, Exterior(2) 11-5-13 to 15-11-6, lnterior(1) 15-11-6 to 20-4-14, Exterior(2) 19-10-4 to 24-4-6, lnterior(1) 24-4-6 to 33-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 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 Jomt(s) 2, 16. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Graphical pur1in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. £WARNING · Verify do•lgn ,,.,emet•,. •nd REAO NOTES OH THIS AHO IHCLUOEO MITEK REFERENCE PAGE Ml/·7473 n,v. 1=ots BEFORE USE. Design valid for use only with Mffek® 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 appI1C8bihty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent bucklmg of lnd1v1dual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible persona! inJury and property damage. For general guidance regarding the ~b~1<:a1~~• stor~~• deliv!'Y•, e~ectlo~ and ~~-ci~g ~f. t~s~e~s .. ~~d. trus!_sys!eT'•. '!~ .... , ~~S!-?:Pf!~~•lity Criteria, DSB-89 snd BCSI Building Componont May 7,2019 Nii Milek· Milek USA, Inc. ., .... "'··-·--"··--·-,.. "' '9 N )9160-!9 T02C California Job Reference o tional Mission Truss. Lakeside, CA -92040, 8.240 s Dec 6 2018 Milek Industries, Inc. Mon May 613:48:15 2019 Page 1 I0:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-ikBrDHujqCV5BFv3Bqrt2bYV711jHJzWw9IzTMzJCME -2-0-0 4-4-10 9-3-0 2-0-0 4-4-10 4-10-5 3.00 [12" ~k, 0 22 3x10 = 2x4 II 4-4-10 9-3-0 4--4-10 LOADING (psi) 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 IBC2012/TPl2007 11-5-13 13-5-13 10-0·] ~2-5-31 0-9-7 1-5-6-11-6 1-0-10 15-11-6 2-5-9 21 4x4 4x8 ~ 2x4 II 20 7x14 M18SHS 12-5-3 3 2-3 CSI. TC BC WB 0.62 0.87 0.17 Matrix-MS 15-11-6 3-6 2 20-4-14 22-7-11 1s-<1-14 j9.5-a1 ~1-10-◄ ii= I 2-5-9-0-10 1-5-6 19 2x4 11 0-11-6 4x8 ~ 2X4 II 18 3x8 - 17 4x4 +-----19-5-8 3-6 2 22-7-11 3-2 3 DEFL. in (loc) 1/defl Vert(LL) -0.26 19 >999 Vert(TL) -1.10 19 >349 Horz(TL) 0.27 14 n/a 27-6-1 4-10-5 27-6-1 4-10 5 Ud 240 180 n/a 31-10-11 16 2x4 11 4-4-10 31-10-11 4-4-10 PLATES MT20 M18SHS Weight: 163 lb 133-10-11 I 2-0-0 Scale= 1 606 3x10 - GRIP 220/195 220/195 FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1&BtrG 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directiy applied or 2-6-15 oc purlins, except BOT CHORD JOINTS REACTIONS. (lb/size) 2=1793/0-3-8, 14=1793/0-3-8 Max Horz 2=--46(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4757/0, 3--4=--4712/0, 4-6=-2658/0, 4-5=-1623/0, 5-7=-1624/0, 7-8=-1624/0, 8-10=1624/0, 10-11=-1624/0, 11-12=-1624/0, 9-12=-2658/0, 12-13=-4712/0, 13-14=-4757/0, 6-9=-2508/0 BOT CHORD 2-22=0/4563, 21-22=0/4563, 20-21=0/4568, 19-20=0/3963, 18-19=0/3983, 17-18=0/4568, 16-17=0/4563, 14-16=0/4563 WEBS 3-21 =-379/167, 4-20=-576/29, 5-20=0/301 , 8-20=-86/324, 8-16=-86/345. 11-18=0/301, 12-18=-574/27, 13-17=379/166, 6-7=0/382, 9-10=0/382 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2-0-0 oc purlins (3-9-14 max.): 4-12, 6-9. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 5, 8, 11 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft: Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 13-5-13, Exterior(2) 13-5-13 to 17-11-15, lnterior(1) 17-11-1 5 to 18-4-14, Exterior(2) 16--4-14 to 22-1 1-0, lnterior(1) 22-11-0 to 33-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,A WARNING -Verily desfl/n ,,.,.,,,.,.,. •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. IQ,t>,W015 BEFORE USE. Design vahd for use only 'With Milek® connectors. This design is based only upon parameters shO'M'I, and is for an mdividual building component. not a truss system, Before use, the bl.Hiding designer must venfy the applicabilily of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to pr'event buckhng of 1nd1vidual truss web and/or chord members only Additional temporary and permanent bracing 1s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the ~b!1~at~o~, stor~pe, deliv!'"?'•. e~ectio~ and ~-ci~g ~!. u:us~':' .. ~~d. trus!.sys!e~s.', s1;_~.. • , ~NS!"!Pl! .. ~~•lity Criteria, DSB--89 and SCSI Building Componant May 7,2019 )9160-19 Mission Truss, ~ -2-0-0 2-0-0 T02D Lakeside, CA -92040, 5-3-13 5-3-13 Common 10-7-9 5-3-13 15-11-6 5-3-13 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:48:17 2019 Page 1 ID: NS Ou 7wlaRwJ7WsjSsUKiTGzJEjH-e 7 JbeywzMplpQZ3SJ FIL 70dqurjal4cpOSB4 YEzJCM C 21-3-2 26-6-15 I 31-10-11 133-10-11 I 5-3-13 5-3-13 5-3-13 2-0-0 Scale= 1:57 8 14 3x10 -2x4 5-3-13 5-3-13 13 II 4X4 = ___ 1~0-~7~--=-9----1- 5-3-13 15-11-6 5-3-13 Plate Offsets (X Y}--[12·0-4-0 Edge] LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 TCDL 21.0 LumberDOL 1.25 BC 0.85 BCLL 0.0 . Rep Stress Iner YES WB 0.74 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS 4x8 - 5 26 12 6x8 --1----=-21~-=-3-~2_ 5-3-13 DEFL. in Vert(LL} -0.26 (loc) 12 Vert(TL} -1.07 11-12 Horz(TL) 0.27 8 11 4x4 I/dell >999 >356 n/a 26-6-15 5-3-13 Ud 240 180 n/a 10 2x4 II 31-10-11 5-3-13 PLATES MT20 Weight: 137 lb 3x10 - GRIP 220/195 FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&BtrG 2X4 OF No.1&Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing direcUy applied or 2-8-3 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=1793/0-3-8, 8=1793/0-3-8 Max Horz 2=-54(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4830/0, 3-4=-4259/0, 4-5=-3218/0, 5-6=-3218/0, 6-7=-4259/0, 7-8=-4830/0 BOT CHORD 2-14=0/4630, 13-14=0/4630, 12-13=0/4101, 11-12=0/4101, 10-11=0/4630, 8-10=0/4630 WEBS 5-12=0/1144, 6-12=-1182/20, 6-11=0/358, 7-11=-755/29, 4-12=-1182/19, 4-13=0/358, 3-13=-755/26 NOTES- 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; Cat. II; Exp B; Enclosed; MWFRS (envelope} gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 15-11-6, Exterior(2) 15-11-6 to 19-1-10. lnterior(1) 19-1-10 to 33-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 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. SJ A plate rating reduction of 20% has been applied for the green lumber members. 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. ,A, WARNING -V•rlfy dH/j/n P"ratMl•r• •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 f9V. ICW3/2016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and 1s for an individual budding component, not a truss system Before use, !he building designer must verify the applicability of design panunelers and property incorporate this des1gn Into the overall bu1khng design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Add1tlonal temporary and permanent bracing 15 always required for stability and to prevent collapse with possible personal In1ury and property damage For general guidance regarding the ~b~~t~~· stor!!19• dehv~ry., e~ectio~ and ~a;-'~g ~~ t,:us~e.~ ~~d. trus!.sys!eTs ... st;,~... • . ~~S."'!_Pl!E~ality Critoria, 0S8·89 and SCSI Building Componont May 7,2019 NII Milek· MITek USA, Inc. .,._,. ""••--'•• A ·•-• • ,-., <f 1;:;; 6 )9160-19 Mission Truss, I -2-0-0 2-0-0 T02E Lakeside, CA -92040, 5-3-13 5-3-13 Common 10-7-9 5-3-13 --+-- Job Reference o tional 8,240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:19 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-bWRM3exDuR?WfsDqQgwpCRjAOfP2D_ V6rmgBc7zJCMA 15-11-6. ___ _,_ __ 21-3-2 +-26-6-15 I 31-10-11 ~0-1Lj 5-3-13 5-3-13 5-3-13 2-0-0 5-3-13 Scale = 1.58. 7 t 3x10 Plate Offsets (X Y) ' -- LOADING (psi) TCLL 20.0 TCDL 21.0 BCLL 0.0 . BCDL 10.0 = 5-3-13 5-3-13 3.00 112 14 2x4 II 10-7-9 5-3-13 [12·0 4 0 Edge] -- SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES Code IBC2012/TPl2007 25 13 4x4 - 15-11-6 5-3-13 CSI. TC 0.67 BC 0.85 W8 0.71 Matrix-MS 4x8 -= 5 2627 12 11 10 6x8 -4x4 2x4 3x10 - 21-3-2,...._ ___ l--__ ....,2"'6'-'-6'-·"'15:.... 5-3-13 5-3-13 31-10-11 5-3-13 DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.26 12 >999 240 MT20 220/195 Vert(TL) -1 .08 11-12 >356 180 Horz(TL) 0.27 8 n/a n/a Weight: 137 lb FT=0% 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 or 2-8-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=1793/0-3-8, 8=1793/0-3-8 Max Horz 2=-53(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4830/0, 3-4=-4260/0, 4-5=-3257/0, 5-6=-3257/0, 6-7=-4260/0, 7-8=-4830/0 BOT CHORD 2-14=0/4630, 13-14=0/4630, 12-13=0/4102, 11-12=0/4102, 10-11=0/4630, 8-10=0/4630 WEBS 5-12=0/1096, 6-12=-1139/23, 6-11=0/358, 7-11=-754/29, 4-12=-1139/22, 4-13=0/358, 3-13=-754/27 NOTES- 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 15-11-6, Exterior(2) 15-11-6 to 19-1-10, lnterior(1) 19-1-10 to 33-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 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) 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, nonconcurrenl with any other live loads. £WARNING· V•rlfy de•lfln pa,.,,..,.,. •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,11~1473 rev. 10/D3/l/015 BEFORE USE. Design valid for use only 'With MiTek® connectors. This design 1s based onl'j upon parameters shoYm, and is for an individual building component not a truss system Before use, the building designer must verify the apphcability of design parameters and property incorporate this design into the overall building design, Bracing indicated is to prevent buckling of lnd1vldual 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 ~b~~t~~-stor~9e, del~!"f ·• e~ect,o~ and ~-ci~g ~!. ti:us~«:,s,. •.~d. trus!.sys!eT~•. 51;_~... ~, ~~S~P!! .. ~~afity Criteria, DSB-89 and SCSI Building Component May 7,2019 MIi Milek· MiTek USA, 1nc. ....... ,.,._..,_. ~ -- .., i;;;; 6 )916~-19 T02F California Mission Truss, Lakeside, CA -92040, 11-5-13 13-5-13 -2-0-0 4-4-10 9-3-0 2-0-0 4-4-10 4-10-5 1p-o-n r -~ Job Reference o lional 8.240 s Dec 6 2018 MiTek Industries. Inc. Mon May 6 13:48:21 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-XuY6UKzTQ2FEvANDY5yHHsoWcS47h1 SPl49Ih?zJCM8 20-4-14 22-7-11 15-11-6 16-4-14 J9-s-61 ?1-10-4 ii: I 27-6-1 31-10-11 133-10-11 I 2-5-9 2-5-9 -0-10 1-5-6 4-10-5 4-4-10 2-0-0 0-9-7 1-5-6-11-6 1.0.10 0-11-6 Scale= 1.60.6 300 f12 ,, ~i, 0 22 3x10 2x4 II 4-4-10 9-3-0 4-4 10 4105 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 IBC2012/TPl2007 4x8 II 21 4x4 = 4x8 -:::. 2x4 II II 34 20 7x14 M18SHS 12-5-3 323 -- CSI. TC BC WB 0.62 0.87 0.17 Matrix-MS 15-11-6 3-6 2 4x8 ::::, 2x4 II 4x8 // 19 18 17 2x4 II 3x8 -4X4 19-5-8 3-6_2 __ DEFL. in Vert(LL) -0.26 Vert(TL) -1.10 Horz(TL) 0.27 22-7-11 32 3 -- (loc) 1/defl Ud 19 >999 240 19 >349 180 14 n/a n/a 27-6-1 410 5 - 16 2x4 II 3x10 = -+I _ _,,3'-'-1 -:.,1,co-~1 _,_1 ---1 4-4 10 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 163 lb FT=Oo/o 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 Structural wood sheathing directly applied or 2-6-15 oc purlins, except BOT CHORD JOINTS REACTIONS. (lb/size) 2=1793/0-3-8, 14=1793/0-3-8 Max Horz 2=-46(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4757/0, 3-4=-4712/0, 4-6~2658/0, 4-5=-1623/0, 5-7=-1624/0, 7-8=-1624/0, 8-10~1624/0, 10-11 =-1624/0, 11-12=-1624/0, 9-12=-2658/0, 12-13=-471210, 13-14=-475710, 6-9=-250810 BOT CHORD 2-22=0/4563, 21 -22=0/4563, 20-21=014568, 19-20=0/3983, 18-19=013983, 17-18=0/4568, 16-17=014563, 14-16=0/4563 WEBS 3-21 =-379/167, 4-20=-576129, 5-20=01301, 8-20=-861324, 8-18=-861345, 11-18=0l301, 12-1 8=-57 4/27, 13-17=-379/166, 6-7=0/382, 9-10=01382 NOTES- 2-0-0 oc purlins (3-9-14 max.): 4-12, 6-9. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 5, 8, 11 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=25fl; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 13-5-13, Ex1erior(2) 13-5-13 to 17-11-15, lnterior(1) 17-11-15 to 18-4-14, Exterior(2) 18-4-14 to 22-11-0, lnterior(1) 22-11-0 to 33-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1 .25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ... WARNING· Verify de•lgn ,,.,.,,..,_,. •nd READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Ml/-7473 rov. 1003l2016 BEFORE USE. Design valid for use only with Milek® connectors Thia design is based onty upon parameters shown, and is for an individual building component, not Nii May 7,2019 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 Milek' ~b~~t~~• stor~~e, deliv!~•. e~eC!i_o~ and ~~.ci~g ~~t,:uss .. ':s .. a.~d. trus!.sys~eTs!, s!~.. •. ~~S~PJ! ... ~'!ality Crit9ria, DSB-89 and BCSI Building Componont "I ~ 1s? "I 0 )9160-)9 T02G CALIFORNIA Mission Truss, Lakeside, CA· 92040, 11-5-13 -2-0-0 4-4-10 9-3-0 10-0-71 ~2-5-31 2-0-0 4-4-10 4-10-5 0-9-7 1-5-li 11-6 15-11-6 J-6-2 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:25 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-PfodJh0_UHmgNng_nx0DRizCa3RJdoX_Di7VqmzJCM4 21-10-4 20-4•1j 2~-7-1/ 19-5-8 0-11-li 1-5-li 27-li-1 31-10-11 3-6-2 4-10-5 4-4-10 I 33-10-11 I 2-0-0 Scale = 1·59 7 3.00 112 5x10 5x10 35 5 7 3x8 -12 13 42 ~t, 17 !~ 6 24 23 22 21 20 19 3x10 = 4x4 -7x14 M18SHS 3x8 4x4 4-4-1 o 9-3-0 -1---"12~•=,.5-cc3_-1---"15"-•-'-1.:,,1-6:,..._+---'1""9-c.5'-c-e"--+--'2c;;2'-'-7~-1,:..1'---1-----'2"'1~-6""·-'-1 _ 4-4-10 4-10-5 3-2-3 3-6-2 3-6-2 3-2-3 4-10-5 Plate Offsets (X Yl-· [4·0-4-0 0-1 81 113·0-o-o 0-0-0l [14·0-4-0 0-1-8] [15·0 o o o o 01 . ' . . . . LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.35 21 >999 240 TCDL 21.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1 .49 21 >257 180 BCLL 0.0 Rep Stress Iner YES WB 0.36 Horz(TL) 0.29 16 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix-MS 18 3x10 - 31-10-~ 4-4-10 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 149 lb FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc pur1ins, except 2-0-0 oc purlins (2-8-10 max.): 4-14. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-24, 16-18. REACTIONS. (lb/size) 2=1817/0-3-8, 16=1817/0-3-8 Max Horz 2=42(LC 12) Max Uplift 2=-226(LC 27), 16=-226(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4750/612, 3-4=-4781/521, 4-6=-5244/195, 6-8=-5244/195, 8-9=-5243/135, 9-10=-5242/165, 10-11 =-5242/225, 11-14=-5242/225, 14-15=-4781/513, 15-16=-4750/615 BOT CHORD 2-24=-581/4553, 23-24=-393/4553, 22-23=-184/4636, 21-22~99/5560, 20-21=-99/5560, 19-20=-178/4636, 18-19=-357/4553. 16-18=-543/4553 WEBS 3-23=-318/272, 4-22=-95/878, 8-22=-373/78, 9-22=-534/107, 9-20=-535/106, 10-20=-357 /80, 14-20~ 104/876, 15-19=-318/272, 5-6=-375/61 NOTES- 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 12-0-7, Exterior(2) 11-5-13 to 15-11-6, lnterior(1) 15-11-6 to 20-4-14, Exterior(2) 19-10-4 to 24-4-6, lnterior(1) 24-4-6 to 33-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 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 uplift at joint(s) except Ut=lb) 2=226, 16=226. 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) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 31-10-11 for 62.7 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. £ WARNING -Verify de•lgn pa,.,,,.ter• •nd REAO NOTES ON THIS ANO INCLUOEO MITEK REFERENCE PAGE M/1•7473 rev. ICW.V.ZOIS BEFORE USE. Design vahd for use only 1Mth MiTekiSI connectors. This design is based onty upon parameters shown, and 1s for an ind1v1dual building component, not a truss system Before use, the building designer must verify the applicabihty of design parameters and property incorporate this design into the overall building design. Bracing Indicated tS to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brae.mg is always required for stability and to prevent collapse 'with possible personal injury and property damage For general guidance regarding the ~b~~li,o~. stor~~•· deliv!~•. e~ec.tio~ and ~-ci~g -~~ t,:us~e_s,. a.~d. trus!_sys!eTs.: s!~,. • . ~NS~P!! .. ~~ality Crito,l11, DSB-89 and SCSI Building Componont May 7,2019 Nii Milek· 6 '1 ~ N )9160-)9 T02H California Mission Truss, Lakeside. CA -92040, 11-5-13 -2-0-0 4-4-10 9-3-0 10-0-71 fS-31 15-11-6 2-0-0 4-4-10 4-10-5 0-9-7 1-5-611-6 3-6-2 11 Job Reference o tional 8.240 s Dec 6 2018 Milek Industries, Inc. Mon May 6 13:48:27 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-M2wNkN2E?u0Od5qNuM3hX72XCt6d5iwHh0ccufzJCM2 21-10-4 20-4-lj 2~-7-1/ 19-5-8 3-6-2 0-11-6 1-5-6 27-6-1 4-10-5 31-10-11 4-4-10 I 33-10-11 I 2-0-0 Scale= 1 :59 7 3.00 112 7x10 -=:: 7x10 ::::: 2x4 II 3x8 2x4 II 10 ~t, 0 20 19 18 17 16 15 14 3x10 -2x4 II 4x4 7x14 M18SHS 2x4 II 3x8 4x4 2x4 II 3x10 4-4-10 9-3-0 12-5-3 15-11-6 4-4-10 4-10-5 3-2-3 3-6-2 19-5-8 22-7-11 ~ 3-2-3 27-8-1 31-10-11 4-1 o":-_"'5---+---=-4'-_4""_,.,1-'-o'----, Plate Offsets (X Y)-[4·0-4-4 Edge] [9·0-4-4 Edge] ' LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.35 17 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.49 17 >257 180 M18SHS 220/195 BCLL 0.0 Rep Stress Iner YES WB 0.36 Horz(TL) 0.29 12 n/a n/a BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS Weight: 143 lb FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-15 oc purlins. except 2-0-0 oc purlins (2-8-10 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-20, 12-14. REACTIONS. (lb/size) 2=1820/0-3-8, 12=1820/0-3-8 Max Horz 2=-36(LC 13) Max Uplift 2=-15(LC 8), 12=-15(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4774/0, 3-4=-4779/0, 4-6=-5240/0, 6-7=-5239/0, 7-8=-5238/0. 8-9=-5238/0, 9-11 =-4779/0, 11-12=-4775/0 BOT CHORD 2-20=0/4578, 19-20=0/4578, 18-19=0/4631, 17-18=0/5556, 16-17=0/5556. 15-16=0/4631 . 14-15=0/4578, 12-14=0/4578 WEBS 3-19=-336/304, 4-18=-22/894, 6-18=-350/40, 7-18=-474/18, 7-16=-475/17, 8-16=-350/40, 9-16=-22/893, 11-15=-336/304 NOTES- 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 10-0-7, Exterior(2) 9-4-12 to 13-10-14, lnterior(1) 13-10-14 to 22-5-15, Exterior(2) 21-10-4 to 26-4-6, lnterior(1) 26-4-6 to 33-11-2 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 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 0) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. £WARNING· Verify dH/gn ,,.,.,.,..,.,_ •nd READ NOTES ON THIS ANO INCLUDED MrTEK REFERENCE PAGE Ml/•7473 ,.v. 10.0:V.Z015 BEFORE USE. Design vahd for use only with MiTek® connectors This design 1s based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must venfy the applicability of design parameters and property Incorporate this design into the overall building design, Bracing indicated 1s to prevent buckling of ind1V1dual truss W'eb andlor chord members only. Additional temporary and permanent bracing is atways required for stability and 10 prevent collapse with possible personal injury and property damage For general guidance regarding the ~b~~I!°~• s1or~pe, dellv!'Y•, e~ectio~ and ~-ci~g ~t, 1,:us~e.~ a.~d. trus!.sys:e~s,. s4:.~-• , ~NS.£1!:P!! .. ~~ality Critoria, 0S8-89 and BCSI Building Componont May 7,2019 M '9 N 13 I~ 0 )9160-19 T02J CALIFORNIA GIRDER Mission Truss, Lakeside, CA -92040, f--I --,-2,..,-0-0~-+---,3-4'-'---1'-c0'------1-~'---7-.=;3-0,==-_-'.,;7-/ 1-11 2-0-0 3-4-10 3-10-5 0'8-1 11-5-3 -f- 3-5-8 3 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:29 2019 Page 1 I0:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-IR17933VXVG6sP _I0m59cY7vphpYZYua8K5jzYzJCM0 _..,__ __ 20-5-8 I 23-11-0 2~-7-\1 28-6-1 I 31-10-11 133.10-11 I 4-6-2 3-5-8 Q.!8-11 3-10-5 3-4-10 2-0-0 Scale = 1 59. 7 3 00 j12 7x10 -:;;. 2x4 II 3x8 = 2x4 I 7x10 ::::, 27 32 3x4 .::::: ~ ~ ~' 1~ ... N 11 1;;; 0 18 17 16 15 14 13 12 3x8 2x4 II 4x4 = 3x10 7x14 M18SHS 3x10 4x4 2x4 II 3x8 3-4-10 7-3-0 11-5-3 15-11-6 3-4-10 3-10-5 4-2-3 4-6-2 20-5-8 -1-24-7::_1__1 ~ 4-2-3 28-6-'....1'---+--"'31,:..·.:_10,,_-.,_1 _,._1 -~ 3."fo.5 3-4-10 Plate Offsets (X Y) --' --[9·0 0 0 0 0 0] LOADING (psf) SPACING-2-0-0 CSI. OEFL. in (toe) 1/defl Lid PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.41 15 >923 240 MT20 220/195 TCDL 21.0 LumberDOL 1.25 BC 0.84 Vert(TL) -1.68 15 >228 180 M18SHS 220/195 BCLL 0.0 Rep Stress Iner NO WB 0.53 Horz(TL) 0.25 10 n/a n/a BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS Weight: 418 lb FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1&BtrG 2X4 OF No.1&Btr G 2X4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purl ins (5-11-12 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=3691/0-3-8, 10=3691/0-3-8 Max Horz 2=28(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10460/0, 3-4~12467/74, 4-5=-15680/78, 5-6=-15680/78, 6-7=-15679/78, 7-8=-15679/78, 8-9~12467/75, 9-10=-10459/0 BOT CHORD 2-18=0/10052, 17-18=0/10052, 16-17=-52/12201, 15-16=-17/17078, 14-15=-17/17078, 13-14=-24/12201, 12-13=0/10052, 10-12=0/10052 WEBS 3-18=-403/95, 3-17=-165/2358, 4-16~30/3883, 5-16=-875/125, 6-16=-1597/16, 6-15=0/307, 6-14=-1597/15, 7-14=-875/125, 8-14=-31/3883, 9-13=-167/2358, 9-12=-403/95 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Girder carries hip end with 7-4-12 end setback. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 683 lb down and 92 lb up at 24-5-15, and 683 lb down and 92 lb up at 7-4-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. £WARNING· Verity dulgn pa,.,.,.,.,. •nd READ NOTES ON THIS ANO INCLUDED M/TEK REFERENCE PAGE M/~7473 rov. 1003/2016 BEFORE USE. Design valid for use onty with MiTek® connectors. This design is based only upon parameters shown, and is for an 1ndiv1dual bu1ld1ng component, not a truss system. Before use, the building designer must verify the applicab,hty of design parameters and propel1y incorporate this design into the overall building design, Bracing indicated is to prevent buekling of individual truss web and/or chord members only Additional temporary and permanent bracmg is atways required for stability and to prevent collapse with pcssible personal injury and property damage. F"or general guidance regarding the f:b~~ti;o~, stor~~e, deliv!"Y·. e~ectio~ a~d ~a~~g -~~ t~s~~s .. a.~d. trus!.sys!e~s .. s1;.~.. • , ~NS,V:,:Pf! .. ~~ality Critoris, 0S8-89 and BCSI Buifding Componont May 7,2019 Nii" Milek· MiTek U~A, Inc.~ 0 )9160-)9 T02J CALIFORNIA GIRDER 3 Job Reference o tional Mission Truss, Lakeside, CA -92040, 8.240 s Dec 6 2018 MiT ek Industries, Inc. Mon May 6 13:48:29 2019 Page 2 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-IR17933VXVG6sP _I0m59cY7vphpYZYua8K5jzYzJCM0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Unform Loads (plf) Vert 1-4=-82, 4-8=-187, 8-11 =-82, 19-22=-46(F=-26) Concentrated Loads (lb) Vert: 4=-596 8=-596 .A. WARNING -Vorll), design,,_,.,,,.,.,. and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Ml~7473 rev. 100.W015 BEFORE USE. Design valid for use only "Nith MiTek® connectors, This design is based only upon parameters shown, and is for an individual bu1ldsng component, not a truss system. Before use, the building designer must verify the appllcabili1y of design parameters and property incorporate this design into the over•H building design, Bracing indicated is to prevent buckling of ind1v1dual 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 ~b~~I?~• s1or~9e, deliv~ry~ e~ectio~ and ~a~~g ~~ °:"'s~e.s .. a.~d. trus!.sys!eTs: St;_f::,. • , ~NSr.1:Pl! .. ~~ality Critoria, 0S8·89 and BCS/ Building Component MiTek USA, Inc. )9160-19 T03 California Girder Mission Truss, Lakeside, CA -92040, -2-0-0 3-4-10 7-3-0 2-0-0 3-4-10 3-10-5 2 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:30 2019 Page 1 I D:NSQu 7wlaRwJ7WsjSsU KITGzJEjH-mdbWNP4 7IpOzUYZyZUcO8Ig 7 a4F rl51 kN_rGV _zJCM? 10-1~\?-1¼ 14-9-10 I 18-2-4 I 20-2-4 I 2-1-6 0-9-7 3-10-5 3-4-10 2-0-0 Scale = 1 37 o 5x8 \\ 3 00 (12 7 4x8 ~ 5 ~t 0 3x6 2x4 4x4 -4x8 2x4 II 3x6 - 3-4-10 7-3-0 10-11-5 14-9-10 3-4-10 3-10-5 3-8-5 3-10-5 Plate Offsets (X Y) ---' --' [2·0 2 0 Edge] [9·0 2 0 Edge] LOADING (psf} SPACING-2-0-0 cs,. DEFL ,n (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.10 13 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.40 12-13 >546 180 BCLL 0.0 . Rep Stress Iner NO WB 0.15 Horz(TL) 0.09 9 n/a nla BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS Weight: 156 lb FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1&BtrG 2X4 OF No.1&BtrG 2X4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins, except 2-0-0 oc purlins (5-9-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=2131/0-3-8, 9=2145/0-3-8 Max Horz 2=36(LC 4) Max Uplift 2=-3(LC 4), 9=-6(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-574810, 3-4~6177/95, 4-6=-5697/102, 6-8=-58301111, 8-9=-5757/0 BOT CHORD 2-14=0/5524, 13-14=0/5524, 12-13=-79/6035, 11-12=015530, 9-11=0/5530 WEBS 3-13=-185/730, 4-12=-559/60, 6-12=0/432, 8-12=-193/350 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 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 uplift at joint(s) 2, 9. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Girder carries hip end with 7-3-0 right side setback, 7-4-12 left side setback, and 7-4-12 end setback. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 683 lb down and 92 lb up at 10-11-5, and 683 lb down and 92 lb up at 7-4-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard £ WARNING -Verily dulgn par•ltHlter• •nd READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. loov./015 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 venfy the applicabihty of design parameters and properly incorporate !his design mlo the overall buildmg design. Bracing indicated is to prevent buck.ling of indlvidual truss web and/or chord members only Additional temporary and permanent bracmg is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardmg the ~b~~t~~· stor!98• deliv!'"?'.o, e~e~~o~ and ~~~~g ~~t~s~e.s ... a.~d1 trus!.sys!e~s ... s:~ .. , , ~~S~P!! .. ~~•lity Critoria, DSB-89 and BCSI Building Componont May 7,2019 Nii Milek· ~ "' )9160-19 T03 California Girder 2 Job Reference o tional Mission Truss. Lakeside, CA -92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:30 2019 Page 2 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-mdbWNP47IpOzUYZyZUcO8Ig7a4Fr151 kN_rGV _zJCM? LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (pit) Vert: 1-4=-82, 4-5=-82, 4-24=-147, 24-26=-187, 6-26=-147, 6-7=-82, 6-10=-82, 15-18=-46(F=-26) Concentrated Loads (lb) Vert: 4=-596 6=-596 £ WARNING -Verify dH/gn par•m<1tera •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE l,l/~7473 rev. 1003/2015 BEFORE USE. Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and 1s for an 1ndiv1dual building component. not a truss system. Before use, the building designer must verify the apphcab1lrty of design parameters and property fncorpora1e this clesign into the overall building design. Bracing indicated is to prevent buckling of indMdual truss INC!b andfor chord members only. Additional temporary and permanent bratlng Is always required for stability and to prevent collapse with possible personal in1ury and property damage For general guidance regarding the ~b~<:8'!°~• stor~~e, deliv!"?'•, e~ec~i_o~ and ~.ci~g ~~ ~s~e.s ... ~~d. t~s!,SY~!eTs.~ s!~ .... , ~~S!'7:P!! .. ~~ality Critoria, DSB-89 and BCSI Building Component Nii" Milek· MiTek USA, Inc ~ )9160-19 T03A Common 3 Job Reference o tional Mission Truss, Lakeside, CA -92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:31 2019 Page 1 ID: NSQu 7wlaRwJ7WsjSsUKiTGzJEjH-Ep9ual5I37Wp5i887B7 dhzDFTUbg 1 VFtceaq 1 QzJCM_ -2-0-0 2-0-0 4-6-9 9-1-2 4-6-9 13-7-11 18-2-4 I 20-2-4 I 4-6-9 4-6-9 2-0-0 3x6 - 9-1-2 9-1-2 Plate Offsets (X Y) ' ---' ' --' r2·0 2 8 Edge] [6·0 2 8 Edge] LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 21.0 Lumber DOL 1.25 BC 0.47 BCLL 0.0 Rep Stress Iner YES WB 0.34 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS 4x8 = 4 4X8 DEFL. in (loc) I/deft Vert(LL) -0.07 8 >999 Vert(TL} -0.34 8-11 >639 Horz(TL) 0.08 6 n/a 18-2-4 9-1-2 Ud 240 180 n/a PLATES MT20 Weight: 72 lb Scale = 1358 3x6 -j GRIP 220/195 FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1&Btr G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-2-6 oc purtins. Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 2=1095/0-3-8, 6=1095/0-3-8 Max Herz 2=-34(LC 9) Max Uplift 2=-9(LC 8), 6=-9(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 2-3=-2462/0, 3-4=-1825/0, 4-5=-1825/0, 5-6=-2462/0 BOT CHORD 2-8=0/2354, 6-8=0/2354 WEBS 4-8=0/492, 5-8~807/101, 3-8~807/99 NOTES- 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 9-1-2, Exterior(2) 9-1-2 to 12-1-2, lnterior(1) 12-1-2 to 20-2-11 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s} 2, 6. 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. £WARNING· Verify de•lgn pa,._to,. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml~7473 ,. •• IIJ,W/2016 BEFORE USE. Design valid for use only with Milek® connectors. This design is based onty upon parameters shown, and is for an md1vidual bulldmg component, not a truss system. Before use, the building designer must venfy the applk:abilrty 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 1s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the f!b~<:3•~~• stor~~•, deliv!~•. e~ectio~ and ~•.ci~g ~!, ti:uss,_~s ... ~~d. trus!_sys!eTs,, S!_~.. • , ~~5!-'::,P!!~~ality Criteria, D58•89 and SCSI Building Componont May 7,2019 NII Milek· Milek USA, Inc )916\)-19 T03B COMMON GIRDER 3 Job Reference o tional Mission Truss, Lakeside, CA• 92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:48:33 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-ACHe?Q6?bkmXLOHXFcA5mOlb4IDcVMSA3y3w5JzJCLy -~-2,.:,-0-0,q,.._-+----.;3",-8-~9c---___ -+.I 4::.,-6"=--".:9c-ll-~6-6-"---"-9 2-0-0 3-8-9 0-10-0 2-0-0 -I ~1-2 13.7.11___ t-18-2-4 I 2-6-9 4-6-9 4-6-9 Scale = 1 ·33.2 4x4 19 5 7x14 M18SHS \\ 4x8 -4x8 2x4 II 3-8-9 I 4-6-9 I 6-6-9 9-1-2 13-7-11 18-2-4 3-8-9 0-10-0 2-0-0 2-6-9 4-6-9 4-6-9 Plate Offsets {X Y)-[2·0-3-7 0-0-81 [7·0-3-7 0-0-121 [10·0-3-8 0-2-0] [11·0-0-7 0-1-111 I I LOADING (psf) SPACING-2-0-0 cs,. DEFL. in {lac) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.11 10-11 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.45 10-11 >477 180 M18SHS 220/195 BCLL 0.0 NO WB 0.55 Horz(TL) 0.08 7 n/a n/a Rep Stress Iner BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS Weight: 257 lb FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X6 OF SS G BRACING- TOP CHORD BOT CHORD Structural wood sheathing direc~y applied or 5-5-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 2X4 OF Stud/Std G REACTIONS. (lb/size) 7=1909/0-3-8, 2=6498/0-3-8 Max Horz 2=46(LC 20) Max Uplift 7=-272(LC 22), 2=-92(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-17562/396, 3-4=-10004/425, 4-5=-6298/0, 5-6=-6116/473, 6-7~6681/869 BOT CHORD 2-11 =-362/17018, 10-11 =-89/17018, 9-10=-12/9717, 8-9=-398/6463, 7-8=-829/6463 WEBS 5-9=0/2699, 6-9=-7 44/84, 3-11 =0/4078, 4-9=-4389/0, 4-10=0/2931, 3-10=-7660/0 NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE Bottom chords connected as follows: 2x6 -3 rows staggered at 0-4-0 oc. ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER Webs connected as follows: 2x4 -1 row at 0-9-0 oc. MANUFACTURER SPECIFICATIONS. 3) 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 indica1ed. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=8.4psf: BCDL=6.0psf; h=25ft; Cat II: Exp B; Enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any o1her live loads. 8) • 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. 9) A plate rating reduction of 20% has been applied for the green lumber members. 1 O) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Ut=lb) 7=272. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 2800 lb. Lumber DOL={1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-2-4 for 154.0 plf. 13) Girder carries tie-in span(s): 32-0-0 from 0-0-0 to 3-6-0 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3700 lb down at 3-8-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. andard _& WARNING -Verify de•lgn ,,.,.,,,.,.,. •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rwv. 10/03l.2015 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, !he bu1ld1ng designer must verify the apphcability of design parameters and proper1y 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 1s always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the ~~<:8'~~• stor~~e. detiv~ry._ e~ectio~ and ~•~~g ~~-u:us~e~s .. ~~d. tn.is!_sys~e~s:. s:~ ... , ~~S!-?:P!! ... ~~•lity Criteria, DSB-89 •nd BCSI Building Componont May 7,2019 Nii Milek· Mffek USA, Inc _ )916(1-19 T03B COMMON GIRDER 3 Job Reference o tional Mission Tn.,ss. Lakeside. CA -92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:33 2019 Page 2 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-ACHe?Q6?bkmXL0HXFcA5mOlb4IDcVMSA3y3w5JzJCLy LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-5=-82, 5-7=-82, 2-11 =-778(F=-758), 7-11=-20 Concentrated Loads (lb) Vert: 11 =-3700(F) £ WARNING -Verify dH/gn par-ter• and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 ,wv, IQ,f/3/2016 BEFORE USE. Design valid for use onty with MiT ek.® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trvss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design mto the overall bu1ldmg design. Bracing 1ndUted is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1s atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding lhe ~b!1':8t~o~, stor~9e, dehv!'Y•. e~ectio~ and ~~a.ci~ ~f, tt:us~e~s,. a.~d. INs!.sys~e~s .. s:~,. • , ~~S!-?:Pl! ... ~~ality Criteria, DSB.-89 and SCSI Building Componont Nii Milek· MiTek USA, Inc._ )9160-19 T04 CAL HIP Mission Truss, Lakeside, CA -92040, -2-0-0 J-4-13 2-0-0 3-4-13 7-3-4 3-10-7 2 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:34 2019 Page 1 1D:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-eOrOCm7dM2uOyAsjoKhKJbrpHic_EwVJlcpUdlzJCLx 1.11-1118-s-o 19-1.1 I 13-2-14 I 1s-1-11 I 18-1-11 I 0-8-7 0-8-5 0-8-7 3-10-7 3-4-13 2-0-0 Scale = 1·34 4 5x10 3.00 [12 4x8 :::- ~t 0 3x6 -2x4 II 4x4 = 4x8 2x4 II 3x6 = 3-4-13 7-3-4 3-4-13 3-10-7 9-4-7 2-1-3 13-2-14 3-10-7 --f 16-7-11 3-4-13 Plate Offsets (X Y)-[2·0-2-4 Edge) [4·0-5-0 0-1-8] [7·0-2-4 Edge) ' ' LOADING (psf} SPACING-2-0-0 CSI. DEFL. in (loc) 1/defi Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0,09 11 >999 240 MT20 2201195 TCDL 21.0 Lumber DOL 1.25 BC 0,50 Vert(TL) -0.35 11-12 >571 180 BCLL 0.0 . Rep Stress Iner NO WB 0.12 Horz(TL) 0.08 7 nla nla BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS Weight: 144 lb FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Btr G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing direcUy applied or 5-7-6 oc purtins, except 2-0-0 oc purtins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=2070/0-3-8, 7=208610-3-8 Max Horz 2=34(LC 4) Max Uplift 7=-3(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-557910, 3-4=-5963/109, 4-5=-55051112, 5-6=-5641/120, 6-7=-5590/0 BOT CHORD 2-12=0/5384, 11-12=015384, 10-11=-8915847, 9-10=015379, 7-9=015379 WEBS 3-11=-2011578, 4-10=-572/47, 5-10=01567, 6-10=-267/211 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 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 uplift at joint(s) 7. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Girder carries hip end with 8-0-0 end setback. 12) Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 815 lb down and 109 lb up at 9-4-7, and 815 lb down and 109 lb up at 7-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard £WARNING. V•rfty do•lgn p,,r.,.,.te,. •nd READ NOTES ON THIS AND INCLUDED 111/TEK REFERENCE PAGE /111/-7473 rwv. 1(111312()15 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based onty upon parameters shown, and 1s for an 1ndiv1dual building component, not a INSS system Before use, the building designer must verify the appHcabi11ty of design parameters and proper1y incorporate this design into the overall bu1ldIng design. Bracmg indicated is to prevent buckling of individual truss -..veb and/or chord members only Additional temporary and permanent bracing 1s atways required for stab,kty and to prevent collapse with possible personal in1ury and property damage For general guidance regarding the '!b!1<:8'!°~• s1or~~· deliv~ry~ e~ectio~ and ~a.ci~g ~~. 1,:us~e.s ... ~~d. trus!_sys~e~s_._ s:~... • . ~~S!1!:P!! .. ~~•lity Critoria, D58-89 and SCSI Building Componont May 7,2019 Nii Milek' MiTek USA, Inc._ ~ " l;::; 0 )916p-19 T04 CAL HIP 2 Job Reference o tional Mission Truss, Lakeside, CA -92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:48:34 2019 Page 2 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-eOr1JCm7dM2uOyAsjoKhKJbrpHic_EwVJlcpUdlzJCLx LOAD CASE($) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4=-82, 4-5=-199, 5-8=-82, 13-16=-49(F=-29) Concentrated Loads (lb) Vert: 4=-711 5=-711 £WARNING· V•rlly doaign pa,.,,,.tera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml~7473 ,.v. la,o:v./016 BEFORE USE. Design vahd 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 mus! verify the apphcability of design parameters and propel1y incorporate this design into the overall bu11d1ng design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 1s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ~b!1~'!°~• stor~pe, deliv~~•. e~ctio~ and ~.ci~g ~t. tr;iss .. 1:s .. a.~d. trus!_sys!eTs:. s~ ... , ~~Sf"!P1! .. '!~•lity Crltoria, DSB-89 and SCSI Building Component Nii Milek' MiTek USA, Inc .,.,. "··----~ ·-- )9160-19 T04A COMMON 5 Job Reference o tional Mission Truss, Lakeside, CA -92040. 4-1-15 8.240 s Dec 6 2018 MITek Industries, Inc. Mon May 613:48:36 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-bnynd$8uuf86CT05wljoOOw68VJqinPclwlbiezJCLv ~1_2__ --l-16-7-11 I 18-7-11 I 4-1-15 8-3-13 4-1-15 4-1-15 4-1-15 2-0-0 4x8 - 3.00 112 1 ~~_L__------------=----=------------__J_~ 0 3x6 = 4x8 3x6 8-3-13 16-7-11 8-3-13 8-3-14 Plate Offsets (X Y)--' ' LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.06 7 >999 240 MT20 220/195 TCOL 21.0 LumberDOL 1.25 BC 0.41 Vert(TL) -0.28 7-10 >720 180 WB 0.28 0.06 5 n/a n/a Scale= 1:30.5 BCLL 0.0 Rep Stress Iner YES Horz(TL) BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS Weight: 63 lb FT=0% 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 or 4-5-1 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 =843/0-3-9, 5=1022/0-3-8 Max Horz 1 =-39(LC 29) Max Uplift 1=-98(LC 27), 5=-140(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2273/382. 2-3=-1676/171, 3-4=-1666/176, 4-5=-2221/368 BOT CHORD 1-7=-369/2178, 5-7=-324/2121 WEBS 3-7=0/446, 4-7=-746/118, 2-7=-779/119 NOTES- 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; Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 8-3-13, Exterior(2) 8-3-13 to 11-3-13, lnterior(1) 11-3-13 to 18-8-2 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 5=140. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and al all panel points along the Top Chord. nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-7-11 for 60.1 plf. £ WARNING -Verify dotl{ln pa,_tor, and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7413 rev. 1M>3/201S BEFORE USE. Design valid for use onty With MiTek® connectors. This design is based onty upon parameters shown, and is for an lndividual building component, not a truss system. Before use, the building designer must venfy the applicability of design parameters and proper1y 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 ,s al'-Nays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the ~b~~t~~• stor~~e. delrv~'Y•, e~ectio~ and ~-ci~g ~~.'~s~t:s .. ~~d. trus!.sys!eTs_., s!~ .... , ~NS!"7:P~!-~~•lity Criteri11. 0S8·89 and SCSI Building Componont May 7,2019 )9160-19 T048 Common Job Reference o tional Mission Truss, Lakeside, CA -92040, 4-1-15 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 6 13:48:37 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-3zVl/9ro9WfzGzqdblUSE1xETHyvf_REel_a18E4zJCLu 8-3-14 4-1 -15 4-1-15 ______ 1=2-~5--1~2 16-7-11 4-1-15 4-1-15 Scale= 1.26 9 4x8 3.00[12 1 ~!IA,--'------------------------------'-~ 8-3-14 8-3-14 Plate Offsets (X Y)-[1 ·0-3-0 Edge] [5·0-3-0 Edge] ' ' ' LOADING (psi) 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 IBC2012/TPl2007 CSI. TC 0.47 BC 0.42 WB 0.28 Matrix-MS 4x8 1-- DEFL. in (loc) Vert(LL) -0.06 6 Vert(TL) -0.28 6-9 Horz(TL) 0.06 5 1/defl >999 >721 n/a Ud 240 180 n/a 16-7-11 8-3-14 3x6 PLATES GRIP MT20 220/195 Weight: 60 lb FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&BtrG 2X4 OF No.1 &Bir G 2X4 DF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-1 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=849/0-3-8, 5=849/0-3-8 Max Horz 1 =-25(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2296/0, 2-3~1702/0, 3-4=-1702/0, 4-5=-2296/0 BOT CHORD 1-6=0/2200, 5-6=0/2200 WEBS 3-6=0/456, 4-6=-777/92, 2-6=-777/91 NOTES· 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 8-3-14, Exterior(2) 8-3-14 to 11-3-14, lnterior(1) 11-3-14 to 16-7-11 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) 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. £WARNING· V•rlfy d.,./gn par.,,,.tor• and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. ICW:V.Z015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and 1s for an 1ndividual bu!ldmg component, nol a truss system. Before use, the building designer must verify the applicabll1ty of design parameters and proper1y incorporate this design into the overall bu11d1ng design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. AdcM,onat temporary and permanent bracing is always required for stabihty and to prevent collapse \Mth possible personal inJury and property damage. For general guidance regarding the ~b~t:9t?~· stor~~e. delrY!"¥~ e~ectio~ and ~•.ci~g ~f,t,:us~1:,s ... a.~d, trus!.sys!e~s .. s!~ ... , ~~S~P1! ... ~~allty Critoria, OSB-89 and SCSI Building Componont May 7,2019 Mil Milek· )916Q-19 ' T05 Jack-Partial Job Reference o tional Mission Truss, Lakeside, CA-92040, -2-0-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:38 2019 Page 1 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-XA4X28A8OGOqRnAU19IGTR?TsJ07AhLvDEnhmWzJCLI 2-0-0 Plate Offsets (X Y) ---' [2·0 0 12 Edge] LOADING (psi) SPACING- TCLL 20.0 Plate Grip DOL TCDL 21 .0 Lumber DOL BCLL 0.0 • Rep Stress Iner 3x8 2-0-0 1.25 1.25 YES CSI. TC BC WB 3-11-14 3-11-14 0.40 0.36 0.32 --t 7-11 -11 --1 3-11-14 7-11-11 _____ _ 7-11-11 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.07 6-9 >999 240 MT20 2201195 Vert(TL) -0.24 6-9 >392 180 Horz(TL) 0,01 5 n/a n/a Scale= 1.19 2 BCDL 10.0 Code IBC2012/TPl2007 Matrix-MP Weight 30 lb FT=0% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF 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 or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=146/Mechanical, 2=592/0-3-8, 5=236/Mechanical Max Horz 2=73(LC 8) Max Uplift 4=-27(LC 8), 2=-35(LC 8) Max Grav 4=322(LC 29), 2=592(LC 1 ). 5=272(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-982/49 BOT CHORD 2-6=-86/952 WEBS 3-6=-978188 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 7-10-15 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 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. £ WARNINCl -Verity "-•lgn p,,,.,,,.,.,. •nd READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. IG'll.'lt.1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design 1s based only upon parameters shown, and is for an individual building component. not a truss system Before use. the building designer musl verify the applicability of design parameters and property incorporate this design into the overall bu1ld1ng design. Bracing indicated is to prevent buckling of individual truss 'N8b and/or chord members onty. Addihonal 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 ~b~<:"t~~• sto~~e, dehv~'.'¥~ e~ectio~ and ~-Cl~g ~!. u:uss .. ~s,. a.~d, trus!.sysie~lS_,, s!~... •. ~~S~Pl! .. ~~•fity Critoria, D58~89 and SCSI Building Component May 7,2019 Nii Milek· Milek USA, Inc._ )9160-19 T05A Monopitch 6 Job Reference o tional Mission Truss, Lakeside, CA· 92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:39 2019 Page 1 1D:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-?MevFUBmAaXh3xlgbtHVOIYeVjMSv7I2RuWFJzzJCLs 1--___ ..:,·2,::-0~-0~----+----------'4"'·1.c:-6~ 2-0-0 4-1-6 LOADING (psi) SPACING-2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) TCDL 21.0 Lumber DOL 1.25 BC 0.35 Vert(TL) 0.0 YES WB 0.34 Horz(TL) -t----8-2-12 4-1-6 8-2-12 8 2 12 -- in (loc) 1/defl Ud -0.08 5-8 >999 240 -0.24 5-8 >408 180 0.01 5 n/a n/a PLATES MT20 2x4 11 4 5 4x4 = GRIP 220/195 Scale= 1·19 o BCLL Rep Stress Iner BCDL 10.0 Code IBC2012/TPl2007 Matrix-MP Weight: 34 lb FT=Oo/o LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&BtrG 2X4 OF No.1&BtrG 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 directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 5=391/0-3-8, 2=600/0-3-8 Max Horz 2=66(LC 11) Max Uplift 2=-39(LC 8) Max Grav 5=490(LC 26), 2=600(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1002/21, 4-5=-322/50 BOT CHORD 2-5=-59/972 WEBS 3-5=-996/43 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psl: BCDL=6.0psf: h=25ft; Cat II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Ex1erior(2}-2-0-7 to 1-1-0, lnterior(1} 1-1-0 to 8-1-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 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. £WARNING· V•rily do•lgn P"'"""'t•r. ond READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE M/1-7473 ,.v, tao03l20t5 BEFORE USE. Design valid for use only w,th MiTek® connectors. This design Is based only upon parameters shown, and ls for an individual building component, not a truss system. Before use, the building designer must verify the apphcabihty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of ind1v1dual truss web andfor 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 ~b~~I?~· slor~~e. deliv~rr~ e~ectio~ and ~a~~g ~f. ~s~e.s ... ~~d. trus!.sys!eTs,. s~~.. ~, ~NSf-?:Pl! ... ~~slity Critaria, DSB-89 and SCSI Building Componant May 7,201 9 Nil Milek· Milek USA, In~._ l915C!--19 ' T06 CALIFORNIA GIRDER Mission Truss. Lakeside, CA• 92040, 1---=·~2-0~-0'----+--..;3-4c::,c·1;..,0;.-__ l----=7:..,•:,;3-0"'=-___ !c-@-0.;;•.,;7+1---c11·3·1 2-0-0 3-4-10 3-10-5 5.9.7 3·2·10 2 Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries. Inc. Mon May 613:48:41 2019 Page 1 10:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-xkmggAC0iBnPIFv3jlJz54dyO\NywN37LvB?LNrzJCLq 14.5--11 15•3·2t----19--1.a I 22.a-2 I 24-6-2 I 3·2-10 0-9-7 3-10-6 3-4-10 2-0-0 Scale = 1 .44 1 3.00 ['i2 ?xlO ,:;: 2x4 II 7x10 ::: J 5 26 : ,~I •di 6 0 16 15 14 13 12 5x8 4x4 -3x8 = 4x4 -2x4 II 3x8 = 3x8 3-4-10 7-3-0 _ _J ___ .....c11-3-1 15--3-2 19--1-8,,_ __ -J---=2~2~-6~·2;...._-----I 3-10-6 3-4-10 3-4-10 3-10-5 4-0-1 4-0-1 Plate Offsets (X Yl .. . . . . . . [9·0 0 0 0 0 01 [16·0 4-0 0 3 OJ LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.19 14 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.79 14 >343 180 BCLL 0.0 Rep Stress Iner NO WB 0.25 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code IBC2012/TPl2007 Matrix-MS Weight: 195 lb FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Btr G 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G BRACING· TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purtins, except 2-0-0 oc purlins (4•4•14 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=2629/0-3-8, 10=2629/0-3-8 Max Herz 2=30(LC 36) Max Uplift 2=-217(LC 19), 10=·217(LC 22) FORCES. (lb) • Max. Comp./Max. Ten .• All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7245/595, 3-4=-8212/617, 4-6~8968/449, 6-7=-8968/449, 7-9=-8212/617, 9-10=-7245/597 BOT CHORD 2-16=-567/6962, 15-16=-367/6962, 14-15=-289/8018, 13-14=-263/8018, 12-13=-342/6962, 10-12~541/6962 WEBS 3-15~304/1243, 4-14=-191/1193, 6-14=-826/120, 7-14=-191/1193, 9-13=-30511244 NOTES· 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 0-7-0 oc. Bottom chords connected as follows: 2x4 • 1 row at 0-9-0 oc. Webs connected as follows: 2x4 • 1 row at 0-9-0 oc. 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 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) except (jt=lb) 2=217, 10=217. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2000 lb. Lumber DOL={1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-6-2 for 88.8 plf. 12) Girder carries hip end with 7-4-12 end setback. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord ,A. WARNING· Verify design paramete,_ •nd READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Ml/..7473 ,.v. IQ,lll,2015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters sho'Wn, and is for an 1nd1v1dual building component, not a Iruss system, Before use, the building designer must verify the applicability of design paramelers and property incorporate this design mto lhe overall building design. Bracing indicaled ,s to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabihty and to prevent collapse with possible personal mJury and property damage. For general guidance regarding the ~b!"'<:8'~~• stor~9e. delfV!'¥·. e~ectio~ and ~a~~g ~~~s~e.s .. a.~d. trus;,sys~eTs,, s~~ ...• , ~NS~P!! ... ~~•lity Criteria, DSB-89 and SCSI Building Componont May 7,201 9 Nii Milek· J916q-19 T06 CALIFORNIA GIRDER 2 Job Reference o tional Mission Truss, Lakeside, CA · 92040, 8.240 s Dec 6 2018 MiTek Industries. Inc. Mon May 613:48:41 2019 Page 2 ID:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-xkmggACOiBnPIFv3jlJz54dyDWywN37LvB?LNrzJCLq NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 683 lb down and 92 lb up at 15-1-6, and 683 lb down and 92 lb up at 7-4-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-82, 4-5=-82, 4-26=-147, 26-29=-187. 7-29=-147, 7-8=-82, 7-11=-82, 17-20=-46(F=-26) Concentrated Loads (lb) Vert: 4=-596 7=-596 £ WARNING -Verify de•/gn p,1rometer• •nd RE.AD NOTES ON THIS ANO INCLUDED MfTEK REFERENCE PAGE M/~7473 rev. 10/03/2015 BEFORE USE. Design valid for use onty with MiTek® connectors. This design 1s based only upon parameters shown, and is for an individual building component. not a 1russ system. Before use, the building designer must verify the applicability of design parameters and proper1y incorporate this design into the overall building design. Bracmg indicaled is to prevent buckling of individual ttuss web and/or chord members only. Additional 1emporary and permanent bracing IS always required for stability and to prevent collapse 'Mlh possible personal injury and property damage. For general guidance regarding the f2b~<;B1~~• stor~!:18· deliv!'r·. e~ectio~ and ~a~i~g ~f, 1,:us5,.~s .. a.~d. trus!_sys!e~" ... s!~... • , ~NS,V:,:Pl! .. ~~•tlity Critoria, 058-89 and BCSI Building Componont NII. Milek· MiTek U~A, Inc _, )9160,-19 T06A California Job Reference o tional Mission Truss, Lakeside, CA -92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:42 2019 Page 1 10:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-PxK2uVOeTVvGwPTFG?qCeHA79wKg6U3V8rlwHzJCLp 1-----.,,2-0-"-'-0'----l-----4'--4"-.-"10"------1-----"9'-'.3c.:.o,:._ ___ -41=.0·_,,0_,,-7+-I _ _:.;12:c._·:;.5·-'-1-'-1 _--j13-3·3i 18-1-8 I 22-6-2 I 24-6-2 I 2-0-0 4-4-10 4-10-5 0-9-7 2-5-4 0-9-7 4-10-5 4-4-10 2-0-0 Scale = 1.44.1 3.00 (12 ,t ~ 6 14 3x8 5x8 4-4-10 4-4-10 Plate Offsets (X Y} ---. [14·0 4 0 0-3 0) 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 IBC2012/TPl2007 9-3-0 4-10-5 5x8 \\ 13 4x4 - CSI. TC 0.57 BC 0.57 WB 0.34 Matrix-MS 5 7 4x8 .:::- 12 4x8 13-3-3 4-0-3 DEFL. in (loc} Vert(LL} -0.12 13-14 Vert(TL} -0.55 13-14 Horz(TL} 0.13 9 18-1-8 4-10-5 I/deft >999 >494 n/a 11 2x4 Ud 240 180 n/a ~ II 3x8 22-6-2 4-4-10 PLATES GRIP MT20 220/195 Weight: 96 lb FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&BtrG 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing direcfly applied or 3-5-6 oc purlins, except 2-0-0 oc purlins (4-0-12 max.}: 4-6. REACTIONS. (lb/size} 2=1344/0-3-8. 9=1346/0-3-8 Max Horz 2=37(LC 16) Max Uplift 2=-16(LC 8), 9=-16(LC 9) FORCES. (lb) • Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3297/13. 3-4=-2871n3, 4-6=-2638/98, 6-8=-2726/82, 8-9=-3283/0 BOT CHORD 2-14=0/3158, 13-14=0/3158, 12-13=13/2760, 11-12=0/3144, 9-11=0/3144 WEBS 3-13=-632/48, 4-13=0/264, 4-12=-308/83, 6-12=0/360, 8-12=-749/36 NOTES- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 10-0-7, Exterior(2) 9-4-12 to 16-8-10, lnterior(1} 16-8-10 to 24-6-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others} of truss to bearing plate capable of withstanding 100 lb uplift at joint(s} 2, 9. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,A WARNING -Vorlfy-lgn ,..,.,.,,,.,. •nd READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 ,.v, 1lll03f2016 BEFORE USE, Design valid for use only 'Mth MlTek®connectors This design is based only upon parameters shown, and is for an md1v1dual building component, not a truss system. Before use, the building designer must verify the applicab1hty of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Is atways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the ~b~«:8'?~· stor~~e, deliv!,Y•, ei:9c110~ and ~-ci~g ~ft,:us~~s .. a.~d. trus!.sys!eTs,, '!~ ... , ~NSf"!.P!! .. ~~afity Criteria, DSB«a9 and SCSI Building Componont May 7,2019 C') '9 N )916(),-19 '' T06B Monopitch Job Reference o tional Mission Truss, Lakeside, CA -92040, 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 613:48:43 2019 Page 1 1D:NSQu7wlaRwJ7WsjSsUKiTGzJEjH-u7tQ5rEHEp16YY2SqjLRAVil5Kl8rsleMVUSSkzJCLo -2-0-0 2-0-0 5-7-9 5-7-9 11-3-1 + 5-7-9 Scale= 1:21 5 3x4 =- 5-7-9 5-7-9 I--11-3-1 5-7-9 Plate Offsets (X Y} [2·0 2 4 Edge] -- LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (foe) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 6-9 >999 240 MT20 220/195 TCOL 21.0 Lumber OOL 1.25 BC 0.24 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 . Rep Stress Iner YES W8 0.66 Horz(TL) 0.03 5 n/a nla BCDL 10.0 Code IBC2012/TPI2007 Matrix-MS Weight: 46 lb FT=O% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purtins, except end verticals. REACTIONS. (lb/size) 2=762/0-3-8, 5=538/0-1-0 Max Horz 2=88(LC 11 ) Max Uplift 2=-32(LC 8) Max Grav 2=762(LC 1 ), 5=578(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1211/0, 4-5=-349/49 BOT CHORD 2-6=0/1139, 5-6=0/1139 WEBS 3-5=-1147/6 NOTES- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft: Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-7 to 1-1-0, lnterior(1) 1-1-0 to 11-1-5 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 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. 3x4 11 4 May 7,2019 Ji,,,. WARNING -Verify de•/gn ,,,,,.,,,.,_,. and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE M/1-1473 ,. •. t/l/03120t6 BEFORE USE. Design valid for use only with MiTeke connectors. This design Is based onty upon parame1ers shown, and 1s for an lndNidual building component, not a truss system. Before use, the building designer must verify the appltCabihty of design parameters and proper1y incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Add1t1onal 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 ~b~<:'t~~· stor~~· deliv!rt•. e~ec!i_o~ and ~~~g ~!, tr,us~':s .. ~~d. trus!_sys!eTs .•. St;_~... • , ~~S~P!! .. ~~•fity Criteria, 0S8·89 and SCSI Building Componont MiTek USA, Inc,_ Symbols PLATE LOCATION AND ORIENTATION ~ 31 " 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-~,rl' 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/TPI1: 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 C2-3 0 I " . .. WEBS 0::: m 0.:. :r 0 t) a.. 0 a::: 0 :r t) 0 t-I C7-8 ~-' a.. I' ,,r,c "' 'l o C6-7 CS-6 t- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS ANO WEBS ARE IDENTIFIED BY ENO JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311 , ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397. ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved --1~ MiTeke MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ~ General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by 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. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 29-07-04 ~, "' a: '!' 5 ► "' I ~ ~ ~ °' u 0 ... T01E 0 .. B-02-12 / 028 Z,000 # D,T, T03ll.(3) • .., .., 0 :IE s ;E / 1,000 • D.T • I T068(5) ! I 0 .. NOTf. ABOVE PI.ACUENT PLAN PAOVIOED FOR TRUSS PLACEMENT Ot«..V REFER TO TRUSS CAL CUA TIONS ANO ENGINEERED $ TRUCTUAAL OAAWINGS FOR AU. FURTHER lt#ORW. TlON BUil.DiNG OESIGNEMNOINEE.R 0#-RECOROIS Ri:5PONS18LE FOR '-LI. NON mll$$ TO TRVS-6 CONNECTIONS 8Ull.OING OESIGNERIENGINE.Eft OF RECOftO TO REVIEW~ ~E OF AU. DESIGNS PRIOR TO CONSTRUCTION AU. ~SIGNS AR~ PROPERrY OF 1111$$/0N !"RUSS, ALL DESIGNS AM MIU. ANO VOfO II' NOT ~ABRfCAT~D BY 111/SSION TRUSS. -All. ~RS SptCil'=lEO SIMPSON OR EOUAL .All BEAMS 'CON\IENTlON'.L ROOF FRAMING BV OTHERS -All WM.LS AT 1/Al.l.TICATHEORAL AMAS IWJ..OON FRAME/RAKE TO TRUSS BOTTOM CHORD U.N 0 ~FEA. TO TRUU ENGINEERING FOR L(W)IOO ANO REACTION INFORMATION •ALL TRIJ$SES AAf. CAMBEM.O FOR DEAD L0--.0 OEFU.CTION ROOfPITCH S12UN0 CEILING PITCH • UN 0 HEEL HEIGHT 3-718" UN 0 TAIL L£NGTH U" UNO TAILSIZE h.<IUNO TRUSS SPACING 24" UN 0 ISSUE D\TE ...... REVISION l RfVISIOf'42 RE.VISION:, T04 16-07-10 OS CEVELOPMENT RfStOENCE ENCINITAS CA DESIGNERS 09180-UI MiSSiON,.dQt:,..,'CRUSS 1 fflf \IIGIU.HTI! RO. LAKHIOf!. CA •2CMO Ph, ltt .. 7l-OUO l'u ..... 12-tn-4 .. SSIONTRUSS,COM ' . T05 ,, I 8-02-12 1 ' 12 I '!' 0 ili " z I ..,_ ~ !z ~ ~ 0 ' ', I 2,000 • D.T. T03A(3) .. s .. "' 0 lE NOTE ABC>Vt P\ACEMENT PLAN PAOI/ICED fOR TRUSS Pl.ACf.ME.Nl o.l. Y REFER TO TRUSS CALcu.AllONS ANO ENOINEER£OSTRUCTURAL DRAWINGS FOR AU FURn-ER INFOftW,TION BUil.DiNG OESIGt-EF\IENOINEER OF Rl:CORO IS RESPONSIBLE FOR AU. NON fflU&S TO TRUSS COf,,l,ECTlONS flUILDNO OESIGl'ER'ENGtNEER OF RE.CORO TO REVIEW '4H:> APPROVE OF AU. [)(SIGNS PRIOR TO CONSTRUCT!Cf,/ ALL OESIOH$ AR~ P~RTY OF 111$5/0N rRUSS ALL DESIGNS AM HUU ANO VOW ,, NOT FABRICArUJ BY MISSION fRUSS ..AU.~ $f'£ClflEO S!Mf'SON OR EOUM. -All 8£AMS I CONVtNllONAL ROOF fRAMlNG 8Y OTHERS ,Al,.l WAU.S AT VAU.T.<:.ATHlORAL AREAS BAU.OON FRAMEiftAKE TO TRUSS BOTTOM CHORD UN 0 .flf.FER TO TRUSS ENGlr-EERING FOR L~NG ANO REACTION INFOAMATlON -All TRU$SES ARE CAMBtREO FOR DEAD LO~ OEFLECTlON ROOf'PITCH 312UNO CEtuNOPITQi -UNO 1-EELHEIGHT >-Jlll"UNO TAIL LE.NGTM 2•" UNO TAJl SIZE b4 UNO TRUSS SPACING 24" UN 0 ISSUE 0'TE 54-19 RE.VISOJ 1 REVISION 2 2!J.07-04 T01E 16-07-10 -·" GS OEVELOPME.NT RESKlf.NCt ENCINTA.S CA OCSIGNER .IF 09190-19 ;. Q .. 0 .. MlSSiON~'CRUSS 12Nt ~LANTE AD. I.Al(UIOl'.CAt2<WO Pl'!, S1t .e7S4'40 fp IM412411M .. SSK>HTRUSS.COM -lttll, TIUITEltl September 7, 2020 Greg Goertzen 3466 Camino Michelle Carlsbad, California 92009 SUBJECT: File No. 1127H6-19 Dear Mr. Goertzen: Foundation Plan Set Review Proposed Residential Building Site El Fuerte Street and Acuna Court City of Carlsbad OCT 1 6 2020 P.O. Box 1195 Lakeside, California 92040 (619) 443-0060 We have reviewed the structural plan set prepared by HTK Structural 'Engineers dated July 29, 2020, Job Number 19-406 for the proposed single family residence and find that from a geotechnical perspective; the foundation plan conforms to the required minimum specifications in our Site Inspection -Revised, dated February 25, 2020 based on the onsite soils encountered. A representative of this company must inspect the foundation excavations prior to placement of forms and reinforcing steel to ensure that adequate depth has been achieved. Our recommendations are based upon on the soil type encountered and do not take into consideration the proposed bearing load. If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Respectfully submitted, ~ee1- Chin C. Chen RPE C34442 CCC/mlj No. C 034442 p. C/-;Jo-Z DATE: TO: PROJECT: PROJECT No.: October 9, 2020 Gr eg Goertzen Acuna Court 19-406 MEMORANDUM I have reviewed the truss drawings prepared by Mission Truss. ~HTK STRUCTURAL ENGINEERS, LLP 14288 Danielson Street • Suite #200 • Poway, CA 92064-8819 (858) 679-8989 • WWW. HTKSE.COM • Fax (858) 679-8959 They are in conformance with the s tructural drawings and calculation s. If you h ave any further questions, please contact me at any time. From: HTK Copies to: File Page 1 ... RECE\VEO J~N 'li S 202\ sBAD (City of Carlsbad This form must be completed by the City, the applicant, and the appropriate school dlstrlct:s and returned to the City prior to issuing a bulfdlng permit. The City wlll not Issue any building permit without a completed school fee form. Project# & Name: OEV2019-0174, GOERTZEN RESIDENCE Permit#: PC2019-0097 (CBRA2019-0361 -0362) Project Address: 2651 & 2653 ACUNA CT Assessor's Parcel#: 2154910900 =~=------------ Project Applicant (Owner Name) 1731 THOMAS UC Resldential Square Feet: New/Additions: .... 4, .... 10 .... 2 ________________ _ Second Dwelling Unit: 563 --------------- Com me re la I Square Feet: New/Additions: --------------- Ct ty Certiflcation:gty of Carlsbad Bulfdinl Division Date: 1y1a12019 Cel1lficetion of AppHcanll()wner. The PfflOl'l eicea.tting this declaration ("Owner") Cet1fflea under penalty of perj\l')' that (1) the Information provided above Is conac:t and true to the best of the OWner'I lcltowledge, and that the Owner wll file an amended cerill'lcellon of payment and pay the additional fee If Owner requen an lncreaee In the number of dWelllng unite or square footage after the buldlng permit i. Issued or If the lnltlal delerminatlon of units or aquare footagll Is found to be Incorrect. and that (2} the Otvner la the owner/deYeloper of the abcMt delatbed projecl(1), or that the pereon executing thll declanation 18 authorized to elgn on behalf of the Owner. □ Carlsbad Unified 8c:hool District 6225 El Camino Reel Cartsbad CA 92009 Phone: (760} 331-5000 □ Enclnltu Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 ><1166 □ San Dlegulto Union H.s. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) @ San lllarcoa Unlfted Sch. Dl.trtct 255 Pico Ave Ste.100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) □ Vleta Unified SchOOI DIStrlct 1234 Arcadia Ortve Vi&ta CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICAffON (To be completed by the tsdlool district(•)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WIU BE SATISFIED. The underalgned, Hing duly autllOftzad by the appllc:able school Dlatrlct, cvtlflea ttMtt the developer, builder, or owner hae utlefled the obllgatlon for achool fadlltla. This la to certify that the applicant llatad on pap 1 hH paid au amounta or completad Olher' appllcabla IIChool mltlptlon detarmlnad by the School Dllltrlct. The City --buldlng ..-far th~ projocL L2 ~ Signature of Authorized School District Official: ~V / Tltte: ,Jj,c0± I e:.J1 ~}/ c,w 4-7 --·-------oate_: ___ ;_f_i_/d-_o_· - Name of School District: ();4 Yl v0es cc~ ( In ,fL-ecA Phone: 7{f)O-oiC/OC:Jh W Community • Economic Development -8ulldlft9 Olvl•lon 1635 Faraday Avenue I Carlsbad, CA 92008 I 7~2-2719 I 160-602·8558 fax I buildirui@carlsbadca.eov COC No. 004975 SAN MARCOS UNIFIEO SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE WITH FEE PROVISIONS ("COC") Education Code Section 17620 and Govemment Code Section 65995, et seq. Facilities Planning & Development. 255 Pico Avenue, Suite 250, San Marcos, CA 92069 -(760) 290-2649 Project Description: Tract No.: ·~ «. Project Ml!lillng Address(es): ~,. J Assessor's Parcel No(s): I " Ji Project Applicant: Applicant Phone No.: Owner Mailing Address: Owner Phone No.: Cl Ed. Code 17620 and Gov. Code 65995, et seq. a Existing Mitigation Agreement or CFO No.: o Not subject to fee requirements Note: ____________ _ Applicant Declaration: The person executing this declaration ("Applicant") heret,y declares, under penalty of perjury under the laws of California, that the folloWlng ls true and correct: (1) Applicant is adlng on behalf of the owner of the above-referenced project ("Project") and is authorized, by such owner, to agree to the terms for Issuance for this COC: (2) to the best of the Applicant's knowledge, the information provided herein is true: (3) the square foot amounts used in the fee calculation below were determined by the building department that will issue a building permit for the oonstructlon; and (4) Applicant or owner of the Project will obtain an amended COC and pay any additional amounts due If there is an increase in the number of dwelling units ("DU") or the square footage of any DU or commercial/industrial structure in the Project increases after Applicant has obtained any COC. If the initial determil'lation of the number of units or the square footage Is found to be Incorrect, Applicant shall be respcnsible to pay any costs of colledlon thereof including attorneys' fees and legal costs. / Applicant Signature:,...., ___________ Print Name: __ ,,. __ ,,_._, _. _~_, ____ Date: f l d t' , / Rgidantlai Commarciatnndu•trj•I ec Qy•Jifjad Seol0r Hoy•lpq □ New Construction D Room Additions/Conv. (500+Sq. Ft.) D Commercial/Industrial □ Qualified Senior Housing .. x , •"' Fee per sq. ft. = $ HI u ·"' ___ x. ____ Fee per sq. ft. = $. _______ _ Number and TyJ)e of Units: Number and Type of Units: 4 / Total: $ ·, I • / Total: $ DISTRICT CERTIFICATION: The San Marcos Unified School District ("District") hereby certifies that the Applicant has paid the above-specified amount, which was determined according to the information presented by the Applicant, and that the COC is issued to Applicant as a prerequisite to the issuance of a building permit(s) for the Lots/DUs specified above. ReceWed From:\). • I , ' :. 9"""' No.: 7 (,.41:!. '/ T 0181 Amount Collodedc $ Jr.t 1 I ,;J./,c /,) Received / Authorized By: : 1'11 •• 'l 4': ,:lJ .. / ,4, ( -f 1 ti • ( I I J!.L120 :J I ignature Title Date of Issuance NOTICE OF 90:QAY PERIOD EQB PROTEST OF FEES ANO STATEMENT OF FEES Government Code Section 66020 requires that a district provide: (1) written notice to the Project applicant, at the time of payment of school fees, or other exactions ("Fees•), of the ninety (90) day period to protest the lmposit)on of these Feet and (2) the amount of the Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest period io regard to such Fees or the validity thereof, commences with the payment of the Fees or performance of any other requirement as described In Government Code Sedlon 66020. Ad<litlon11ly, the amount of the Fees imposed ls as stated here, whether payable at this time in whole or in part, prior to the Issuance of a Certificate of Compliance, As in the latter instance, the ninety (90) day protest period starts on the Date of Issuance. EXPIRATION OF CERTIFICATE This COC is valid for one hundred eighty (180) days from the Date of Issuance, Extensklns will be granted only for good cause, as determined by the FacllitJes Planning & Development Department of the District, and one (1) sixty (80) day extension may be granted. At such time as this COC expires, if a building permit has not been issued for the Project that is the subject of this COC, the Owner of the Project at the time this COC was issued w!II be reimbursed all Fees that were paid to obtain this COC without Interest, Owner must submit a requ91,t for reimbursement in writing to the Ol&trlc:t FacUitlea Planning & Development Department. THIS COC EXPIRES: ________ _ THE EXPIRATION DATE IS EXTENDED TO: ___ _ SIGNATURE VERIFYING AUTHORIZED EXTENSION: _____________ _ Date: __ _ '""COC Continued on the Back of Thi• Page"" Distribution: Facilities -'Nhite Customer -Green Agency --Canary Accounting -Pink Audit -Goldenrod {cityof Carlsbad SEWER DISTRICT CERTIFICATION ~ Leucadia Wastewater District 1960 La Costa Ave. Carlsbad, CA 92009 \J E. 0 (760) 1s3-0155 RE.CE.\ D Vallecitos Water District 201 Vallecitos de Oro San Marcos, CA 92069 (760) 744-0460 \'-\ '2i s ?_\)1\ The following project has been subni~ed ~J~~nij permits: Plan Check #: err-< of ~ o\\J\s\ON PC2019-0QS0\L0\N Permit#: ..;;;C.;;;.B.....;RA.....;2_0_1 __ 9.....;-0;;;,;;3;..;6...;;;1 _____ _ Property Owner: 1731 THOMAS LLC Project Address: 2651 ACUNA CT Assessor's Parcel #: 2154910900 ---"---"------------------------ Project Description: GOERTZEN: 4,102 SF SFO // 448 SF DECKS// 910 SF PATIO// 943 SF GARAGE City Certification: City of Carlsbad Building Division Date: December 18, 2019 _.;._ ______ ..;:._ _____ _ Please indicate in the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing service is adequate for this project and all required conditions have been satisfied. Permits will not be issued until this form is completed and returned to our office. I • • • • • • • • • • • • • • • • • • • • • ,. "' ,. • • • • ., • • • • • • " • • • ♦ • • • ' • • • ' • • • • • • • • • • • • ' • • • • • • • • • • • • • • • • .,. • • • • ~ • • • • • • • • • • • • • • • • • • • ,. • I • " f • ir • • • , • • • • • • " • • • • • • • • • This space to be completed by District Personnel I certify the district requirements for sewer service have been satisfied. Approved by: ~ d ~ Date: l l /<?,, / dD · Titte: AELD SERVICES SPECIALIST • o o • • ♦ • ♦ • O O • • • • o • • o o • t • O ♦ O O • ♦ ,. ♦ ♦ ♦ o • • o ♦ ♦ o O • • I • • • o o ♦ ♦ ♦ o o o o I ♦ ♦ o • o o o • ♦ • o ♦ o ♦ O • o o • t • >' t O • • o t ♦ 0 o t I ♦ >' O O o o ♦ ♦ o O ♦ • ♦ o ♦ • o O • f • > O ♦ o 1 ♦ t o o o t • O ♦ 0 ♦ o o ♦ o Community & Economic Development -Building Division 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number SOJJ...431 Pennit I~: __ ---=- New Service [8J Change to Existing Service D Type of Permit: Supplemental Permtt: Preexisting Permit No: New Permit No: Number of Additional EDU Granted: Domestic ·15sl Industrial O Food Services Establishment O Private Pump Station O ADU Waiver [;8J Date Issued: Multi-Unit Lateral 0 S011431 Date Issued: 11/9/2020 Existing EDU: Q.Q Total EDU to Date: .1.§Q Special Conditions Required and Attached: Yes O No [;8J Dat e Issued: By: IAN RIFFEL Print Name Fees Collected: Tax BIiiing to Commence July 1, 2021 Enclna Wastewater Required: Yes O Permit Number: 11/9/2020 ~ Capacity Fee:$ 2,544.50 (1 EDU In UNCONN) Prorated Sewer Service Fee: $ 42.96 (1.5 EDU's) Reimbursement Fee: $ Total Fees: $ 2 587.46 No [;8J Date Issued: Name and Address, Phone: GREG GOERTZEN {858) 4§9-8419. 2651 ACUNA COURT, CARLSBAD, CA 92009. NEW SFD & 563 SF ATTACHED ADU. 1 EDU IN UNCONNECTED ACCOUNT. Assessor's Parcel Number: 215-491-09-00 Type of Building: SFD/ADU Number of Units: 1 Page 1 of 4 Note: The applicant Is responsible for obtaining all necessary pennlts including any building permits or right-of-way permits from the appropriate agency. LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number S011431 Special Conditions (if any): Permlttee / Owner Initials -----'-----____ / ____ _ ----'-----___ ___:/ ____ _ -------''-----____ / ____ _ ----'----- ----·'-----____ ./ ____ _ _____ / ____ _ ----'----- ___ ___:! ____ _ -----'----- ----'----- ----'----- I certify that I have read the requirements of this permit, including all Standard Conditions, any special conditions, and that I hereby accept and agree to comply with all conditions of the permit. If signed by Agent, Agent also certifies that he/she has the authority to sign on behalf of the owner: Signature of Applicant: _________ _ Date of Acceptance: ___ _ Signature ~/A~~ K Date of Acceptance: IY'?(1:P' Pagel of4 LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number SOJt431 Standard~Conclittotli Design and Construction. Design and construction of privately owned sewer facilities that are to be connected to the Public Sewer System shall comply with all rules and regulations adopted by the District, including, among others, the Leucadia Wastewater Ordinance ("L'ND Wastewater Ordinance") and Standard Specifications and Procedures for Wastewater Facility Projects ("LWD Standard Spec.") District Engineer Approval qf Connection Plans. Before any connection to the Public Sewer System is made, plans for your connection must be approved by the District Engineer. Plan submittal requirements differ based on the type and complexity of the project. Please contact District Staff to determine what is required for your connection. Excavations and Work in Public Propertyr All excavations for sewer facilities shall be adequately guarded with barricades and lights so as to protect the public from hazard. Streets, sidewalks, parkways, sewer easements and other public property disturbed in the course of the wort< shall be restored in a manner satisfactory to the District and any other regulatory agency with jurisdiction over the wort< area. Required Right-Of-Entry Permit shall be obtained and appropriate traffic control measures shall be utilized, including those required by the City in which the wort< is performed. Contractor shall comply with all City, State, and Federal regulations for shoring and excavation safety. Inspection and Connection to the Public Sewer. Physical connections to the Public Sewer System must be preapproved by a District inspector. The District inspector shall inspect sewer facilities prior to their connection to the Public Sewer System. Every physical connection to the Public Sewer System shall only be made with an inspector present. The Owner must schedule an appointment with the District inspector, and provide at least 48 hours' notice of the desired inspection time. Upon inspection and approval, notification wlll be given by the District that the Customer may use the sewer facilities. No use of sewer facilities is permitted prior to District approval pursuant to this section. Indemnification. Owner shall Indemnify and defend the District and its officers, agents and employees from all liability. losses, claims, demands, costs and/or causes of action arising out of the improper connection of Owner's sewer facilities to the Public Sewer System, excepting claims based upon the willful misconduct, sole negligence or active negligence of an indemnified party. Unauthorized Connections. Any connection made to the Public Sewer System without prior approval of the District is unauthorized and a violation of this Permit and the L VIID Wastewater Ordinance. If, for any reason, a connection is improperly made, it shall be the responsibility of the Owner, at the Owner's expense, to dig up or otherwise re-expose the connection so that an inspection may be made, and the Owner at the Owner's expense shall make any corrections or alterations required by the District. In the event that the Owner, for any reason, fails to take appropriate action, the District reserves the right to dig up and inspect the connection and make any corrections necessary, at the Owner's expense; or, in the alternative, to disconnect service. Any costs incurred by the District in taking such corrective action shall be billed to the OWner. The District may also seek recovery of costs from any other responsible party. Maintenance. It is the responsibility of the Owner to maintain their privately owned sewer facilities ("Private Sewer Facilities"), including but not limited to, the building sewer, service laterals and private pump stations, grease removal devices, In a properly operating. free-flowing , and odor-free condition. Responsibility for maintenance of Private Sewer Facilities includes maintenance of service lateral portions extending beyond the property of an Owner, up to and including the Saddle or other physical connection to the Public Sewer System. Prevention and control of odor release to the public sewer shall be the responsibility of the Owner. District is responsible for maintenance of all Public Sewer Facilities. Page 3 of 4 LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number .S.0Jt431 starulard Condition$ -Conti.mte.d Inspection of Pre-Existing Laterals. Some Public Sewer lines have preinstalled laterals or wye stub outs to accommodate a later connection to a Private Sewer System. These preinstalled features are generally capped at their tennination, but may also be blocked at their connection to the Public Sewer Line by a cured- in-place pipe liner to prevent root intrusion and ground water infiltration into the pipeline. Owners must inspect all existing lateral features and ensure all blockages have been identified and removed, including any liner in the Public Sewer Line that would otherwise prevent the flow of wastewater into the Public Sewer Line. The District may provide Owner with information regarding lining projects in the area of Owner's connection, but such information does not relieve Owners from their obligation to conduct an independent inspection of all existing lateral features to ensure all obstructions are identified and removed: Payment of Fees. In accordance with Article X of the L WO Wastewater Ordinance, sewer service fees owed for the fiscal year in which a sewer service permit is issued are collected at the time of pennit issuance. Thereafter, sewer service fees are collected on the tax roll in the same manner as other property taxes. To allow time for construction of new sewer facilities, the first 6 months after a permit is issued are not billed. Thereafter, sewer service fees are automatically billed, regardless of whether construction of sewer facilities is complete. The District may delay the commencement of sewer service fees to allow additional time for construction of sewer facilities if a written request is submitted to the District and is approved by the General Manager. The General Manager shall have full discretion to approve or disapprove the request, taking into consideration the timing of the request, reasons given, impact on District operations and any other factors the General Manager deems relevant. Extension;; of time for construction of new sewer facilities shall not exceed 18 months. It is the Customer's responsibility to apply for an amendment or cancellation of a sewer service permit, and until a pennit has been cancelled or amended by the District, sewer service fees shall be collected in accordance with the approved pennit. Page 4 of 4 Accessory Dwelling Unit Agreement Supplemental Permit No. 011431 The undersigned Owner(s) have applied for a Supplemental Permit to connect a new Accessory Dwelling Unit ( .. ADU") at 2651 Acuna Court. Carlsbad, CA 92009 (''Property") to the Leucadia Wastewater District ("District") sewer system, and have requested an exception to general requirement that the ADU have a separate sewer lateral that connects directly to the public sewer system. In exchange for District's agreement to waive the separate sewer lateral requirement. and instead, aJlow connection of the ADU to the existing private sewer lateral serving the Property, Owners agree to the following: 1. Owners shaJI pay the capacity fee for the ADU based on square footage in accordance with the District's Capacity Fee Ordinance. 2. Owners agree that the District's waiver of its separate sewer lateral connection requirement is not intended to be, and may not be construed as, a waiver of the District's capacity fee requirement for the ADU. 3. Owners shall pay all other required permit and/or inspection foes and otherwise comply with the terms and conditions of their Supplemental Permit. Owner(s): Date: /t) /l 2 (? Print Name: ----------------Date: ------ Signature: ________________ _ {'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 ..111 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. ..111 Details on CAP ordinance requirements are available on the city's website . ..111 A CAP Building Plan template (form 8-55) 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 webpage and download the latest form. ~~-~ Permit No.: ~ ✓ ~A'S Ho/?1£ BP No.: re dDl9 -069 T .2 Le-1 CGJM C-7.. / Property Address/APN: PJ i -£L Flll!:'!lt!r.£ >~ ,2/7 -4 91 -o9 , Applicant Name/Co.: t/£H~Y klPllTZ&N Applicant Address: Contact Phone: Contact Email: Contact information of person completing this checklist (if different than above): Name: Contact Phone: ~9-ZZl-'VSo Company name/address: ~/llf<bV '~~c. V.z..i> *TT _GT, .$-., :.e Contact Email: Applicant Sign~~~~----=~'--------Date: t(/J¥Lt?L1' B-50 Page 1 of 6 Revised 08/19 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 Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $ ______ _ CClnlbuctlDn Type ~ Residential ~ New construction D Additions and alterations: D BPV < $60,000 D BPV 2: $60,000 D Electrical service panel upgrade only D BPV 2: $200,000 D Nonresidential D New construction D Alterations: D BPV 2: $200,000 or additions 2: 1,000 square feet D BPV 2: $1,000,000 D 2: 2,000 sq. ft. new roof addition 1. Energy Efficiency A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A, 3A, 1B, 2B, 4A 3B,4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B, 5 1B, 2B, 5 Building alterations of 2: 75% existing gross floor area 2B,5 1 B also applies if BPV 2: $200,000 Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A D Residential addition or alteration i:!: $60,000 building permit valuation. D NIA _________ _ See CMC section 18.30.190. D Exception: Home energy score~ 7 ( attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one: D Duct sealino D Attic insulation D Cool roof D Altic insulation D 1978 and later Select one: D Lighting package D Water heating Package D Between 1978 and 1991 Select one: D Duct sealill!l D Altic insulation D Cool roof D 1992 and later Select one: D Lighting package D Water heating package B. D Nonresidential* new construction or alterations i:!: $200,000 building permit valuation, or additions i:!: 1,000 square feet D 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 A5.2-Energy Efficiency. A.5.203.1.1 Choose one: □ .1 Outdoor lighting □ .2 Warehouse dock seal doors □ .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) □ NIA _________ _ □ .4 Da~ight design PAFs □ .5 Exhaust air heat recovery A.5.203.1.2.1 Choose one as applicable: □ .95 Energy budget □ .90 Energy budget □ NIA A.5.211 .1 •• □ On-site renewable energy □ NIA A.5.211 .3** □ Green power (if offered by local utility provider, 50% minimum renewable sources) □ NIA A.5.212.1 □ Elevators and escalators □ NIA A.5.213.1 □ Steel framing □ N/A • Includes hotels/motels and high-rise residential buildings ** For alterations~ $1 ,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead. hotovoltalc Systems 0 Residential new construction (for low-fise residential building penmit applications submitted after 1/1/20). 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 pursuant to CMC 18.30.150(8) (high-fise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1 .15 x#d.u.) *Fonmula calculation where CFA = conditional floor area, #du = number of dv.ellings per plan type If proposed.system size is less than calculated size, please explain. Exception □ □ □ □ k\Ndc 8. D Nonresidential new construction or alterations i!:$1,000,000 8PV and affecting i!:75% existing floor area, or addition that increases roof area by i!:2,000 square feel Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-fise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area (GFA) Method GFA: D If < 10,000s.f. Enter: 5 kWdc Min. System Size: D If:!: 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. D Time-Dependent Valuation Method Updated 8/15/20 19 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 El Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. ~ For systems serving individual dwelling units choose one: ;gt 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 □ Recirculation system per CMC 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 D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Cha in A l8J Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21 .140 when completing this section. ~ One and two-family residential dwelling or townhouse with attached garage: ~ One EVSE Ready parking space required D Exception : D Multi-family residential: D Exception : Total Parking Spaces Proposed EVSE S aces Ca able Read 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 permit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more wthout attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) D Exception · Total Parking Spaces EVSE Spaces Proposed Capable I Ready I Installed I Total I I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of reauired EV Soaces Number of reauired EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 and over 10 percent of total 50 DP.rcent 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 AA approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use Emp ADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1(JlhEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG 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 Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and und nd that an approved TOM plan is a cond~ion of permit issuance. ,.,-_ Date: /2 I 7 /'f Person other than Applicant contacted for TDM compliance (if applicable): Name (Printed): _________________ _ Phone Number: ____ _ Email Address: __________________ _ Updated 8/15/20 19 6 PASCO LARET SU r.FR & ASSOC IATES CIVIL ENGIN:r.RlNG · \M,D rt.J\NNING, 1/\NO SI RVfYING March 8, 2021 City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 ATTN. Planning Dept. PLSA 3104 RE: LOT 84 MAP 8302, VACANT LAND ACUNA CT. (APN 215-491-09) DWG. NO. 520-8A To Whom It May Concern: Please be advised that on March 7, 2021 this office field verified the building forms on the above referenced site. We have found that said forms conform to the setbacks and elevations as shown on the above referenced plan. If you have any questions regarding the above please feel free to contact this office. Very Truly Yours, ~~ Joseph Yuhas PLS52 l 1 Principal Land Surveyor Pasco Laret Suiter & Associates 535 N. Highway 101 Suite A, Solana Beach, California 92075 I ph 858.259.8212 27127 Calle Arroyo #1904, San Juan Capistrano, California 92675 I ph 949.661.6695 81 l 25th Street Suite IOI, San Diego, California 92102 I ph 858.259.8212 www .plsaengineering.com