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Home My WebLink About2605 HIGHLAND DR; ; CBR2023-2558; PermitBuilding Pe rmit Finaled Residential Permit Print Date : 09/24/2024 Job Address: 2605 HIGHLAND DR, CARLSBAD, CA 92008-1028 Permit Type: BLDG-Residential Work Class: Parcel#: 1561107800 Track#: Valuation: $92,000.50 Lot#: Occupancy Group: #of Dwelling Units: 1 Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Ed ition: Sprinkled: Project Title: Second Dwelling Unit Description: PARIZEAU : BUILD ADU (499 SF) FROM GARAGE AND DECK (55 SF) Applicant: PARIZEAU KAREN LIVING TRUST 03-12-02 2603 HIGHLAND DR CARLSBAD, CA 92008-1028 FEE BUILDING PLAN CHECK Property Owner: ANNE PARIZEAU 5304 ONTARIO ST OCEANSIDE, CA 92056-1810 (760) 201-3347 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) DECKS/BALCONY -NEW/REPLACE SB1473 -GREEN BUILDING STATE STANDARDS FE E SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $4,501.81 Total Payments To Date: $4,501.81 Permit No: Status: C cityof Carlsbad CBR2023-2558 Closed -Finaled Applied : 05/18/2023 Issued: 01/23/2024 Finaled Close Out: 09/24/2024 Final Inspection: 09/16/2024 IN SPECTOR: Renfro, Chris Balance Due: Kersch, Ti m AMOUNT $1,591.85 $197.00 $104.00 $889.00 $4.00 $1,330.00 $11.96 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest an d any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any su bsequent legal action to attack, review, set aside, void, or annul their imposition . You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and se wer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previou sly otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Ccicyaf Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check CBR ZOls 2SS9J Est. Value 12 I OO O Pc Deposit ____ I ..... , S_</_J_._'B_S __ _ Date .s I l s/23 ' Job Address _.24fr;7"=-=-=--'---..i.;...-+-'-......,_..;;;.__;....._-=-----Suite: ____ APN: I S-fe 110 78 00 CT/Project#: _________________ Lot#: ___ _ Fire Sprinklers: yes!€) Electrical Panel Upgrade: ye BRIEF DESCRIPTION OF WORK: -4,.£.J.L..:~;.L...-...,:iiL.....1....-1--.,:___-~=-..;...:..._---=:...t--4-=-=--4~--"--"'---;;;......:aa..=. ~ddition/New: • Living SF,~ Deck SF, ___ Patio SF, ~--Garage SF Is this to create an Acces~ory Dwelling Unit~ No New Fireplace? Yes 1Qves how many? __ D Remodel: ____ SF of affected area Is the area a conversion or change of use ? Yes/ No □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ------------- D Solar: ___ KW, ___ Modules, Mounted: Roof/ Ground, Tilt: Yes/ No, RMA: Yes/ No, Battery: Yes/ No Panel Upgrade: Yes/ No D Reroof: -------------------------------------□ Plumbing/Mechanical/Electrical Only: ________________________ _ D Other: -------------------------------------- CT) -' Name: --i,._ ........... ~-....,...---,-----.------Name: ----14-ll~~~-~.....+~.,-+.;:;;;..;;..;.....-----,==---:-----::-- Address: \ V-C.. City: 0 _........_"-ff-_...,.......,_,__====----. _z_en,_5b_' -City:..-~ ........ ....:.:;..~"---. tJY Phone: :z..&{)_2-CJl 2....7J.!f Email: ,i;~~rclde J-5ma: /, Cdm. Email: --+--l1 .... 0_.__S_.__CL.~=--\.._; -'-+-f?---'....,.:;..--i' l""'rn_0__._'1 .... l .... (_C:P'(Y\,.._·..,.1 ____ ....;;;- DESIGN PROFESSIONAL , .L_ Name: 6 ~ AS ¥/J /,to-,n-r Address: -----------------City: _______ State: ___ Zip: ___ _ Phone: ________________ _ Email: ________ ___,,__ _______ _ Architect State License: C l 1 &, 8 2..., CONTRACTOR BUSINESS Name: ___________________ _ Address: __________________ _ City: _______ State: ___ Zip: ______ _ Phone: __________________ _ Email: ___________________ _ State License: ______ Bus. License: ______ _ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}), 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 of 2 Rev. 06/18 Building Permit Inspection History Finaled Ccityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-2558) Permit Type: BLDG-Residential Application Date: 05/18/2023 Owner: ANNE PARIZEAU Work Class: Second Dwelling Unit Issue Date: 01/23/2024 Subdivision: PARCEL MAP NO 14102 Status: Closed -Finaled Expiration Date: 12/18/2024 Address: 2605 HIGHLAND DR IVR Number: 49282 CARLSBAD, CA 92008-1028 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/25/2024 01/25/2024 BLDG-SW-Pre-Con 237817-2024 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/28/2024 02/28/2024 BLDG-11 240656-2024 Partial Pass Chris Renfro Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass foundation and footings inside Yes garage for second-story edition. Special inspection report collected . And engineers report for changes. 03/05/2024 03/04/2024 BLDG-22 Sewer/Water 241182-2024 Partial Pass Chris Renfro Reinspection Incomplete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency PARTIAL PASS UG SEWER IN GARAGE T• Yes MAIN CONNECTION. OK TO BACKFILL 04/03/2024 04/03/2024 BLDG-13 Shear 244047-2024 Partial Pass Chris Renfro Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partiaf pass exterior share on left side of Yes garage only 04/25/2024 04/25/2024 BLDG-15 Roof/ReRoof 246493-2024 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/02/2024 05/02/2024 BLDG-13 Shear 247153-2024 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 247270-2024 Partial Pass Chris Renfro Reinspection Incomplete Tuesday, September 24, 2024 Page 1 of 4 PERMIT INSPECTION HISTORY for (CBR2023-2558) Permit Type: BLDG-Residential Application Date: 05/18/2023 Owner: ANNE PARIZEAU Work Class: Second Dwelling Unit Issue Date: 01/23/2024 Subdivision: PARCEL MAP NO 14102 Status: Closed -Finaled Expiration Date: 12/18/2024 Address: 2605 HIGHLAND DR IVR Number: 49282 CARLSBAD, CA 92008-1028 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 06/04/2024 06/04/2024 BLDG-84 Rough 250481-2024 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-SW-Inspection 250731-2024 Partial Pass Chris Renfro Re inspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 06/06/2024 06/06/2024 BLDG-16 Insulation 250929-2024 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Defi ciency Insulation certificate emailed over Yes Tuesday, September 24, 2024 Page 2 of 4 PERMIT INSPECTION HISTORY for (CBR2023-2558) Permit Type: BLDG-Residential Application Date: 05/18/2023 Owner: ANNE PARIZEAU Work Class: Second Dwelling Unit ISSU'1 Date: 01/23/2024 Subdivision: PARCEL MAP NO 14102 Status: Closed -Finaled Expiration Date: 12/18/2024 Address: 2605 HIGHLAND DR IVR Number: 49282 CARLSBAD, CA 92008-1028 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 06/19/2024 06/19/2024 BLDG-17 Interior 252281-2024 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/21/2024 06/21/2024 BLDG-27 Shower 252566-2024 Passed Chris Renfro Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/16/2024 09/16/2024 BLDG-Final Inspection 261022-2024 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes BLDG-SW-Inspection 261255-2024 Partial Pass Tim Kersch Re Inspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 09/18/2024 09/18/2024 BLDG-SW-Inspection 261167-2024 Passed Tim Kersch Complete Tuesday, September 24, 2024 Page 3 of 4 PERMIT INSPECTION HISTORY for (CBR2023-2558) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 05/18/2023 Owner: ANNE PARIZEAU Issue Date: 01/23/2024 Subdivision: PARCEL MAP NO 14102 Expiration Date: 12/18/2024 IVR Number: 49282 Address: 2605 HIGHLAND DR CARLSBAD, CA 92008-1028 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Tuesday, September 24, 2024 Checklist Item Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Status COMMENTS Passed Yes Yes Yes Yes Yes Yes Yes Page 4 of 4 WYNN ENGINEERING, INC. 27315 Valley Center Road CQR Valley Center, CA 92082-6 co~®llim@ VOICE (760) 7 49-8722 FAX (760) 749-9412 To: Karen Parizeau . Da_!f: January 31, 2024 Crty of Carlsl:m~ect: Foundation Changes due to as-built 0 3 2024 conditions at 2603 Highland Drive, Carlsbad, JUN CA 92008 BUILDING DIVISION Karen, I performed a structural observation at the above-mentioned address on January 30, 2024. The purpose of the observation was to review some unexpected as-built conditions at the foundations. Below is a summary of my findings (see SXl .0 as well): 1. The CMU stem wall is taller than expected and is in good structural condition. Therefore, an option to embed all HDU2s into the stem wall in lieu of detail 12/S4.0 is given on SXI .0. 2. For the pad at the comer of the two walls on gridline B the existing foundations are somewhat robust so we can dowel into the existing footing and pad with a somewhat smaller footing as shown on SXl.0. 3. At the intersection of gridlines 1 and C we are going to add posts to each side of the existing comer studs and attach both new posts with HDU2 so they can be embedded into the CMU stem only per #1 above. Please do not hesitate to call with any questions or comments. Sincerely, fidid,#d= Managing Structural Engineer C cityof Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www .carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: ________ Project Address: 2 {,, 0 3 j-t; ~ ,11J Dr-I lff__., A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder □. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print,___k_· CL_v--e_Y\ _______ M _____ .----,/;J-l~tA.~\r-x-_i Z __ e_0-_u_ __ Mailing Addres • {) .. f.oO 3 Email· k~\A.. ~ o...d .• I am: ~roperty Owner l\eu,t_d ---'f IA)._ cw L CCfV!A.:. □Property Owner's Agent of Record V a st ' CIA. Of l OO~ Phone: L Co O -1 1-i --i~ l 3 □Architect of Record □Engineer of Record State of California Registration Numbe • Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the appr~ved plans and, as required by the California Buildin/ Codi Signature \f-fru ~ Date: 5:: ,1 8'.1 Ql!l ;i._3 B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name:. __________________ Please check if you are Owner-Builder □ Name: (Please print) _________________________________ _ (First) (M.I ) (last) Mailing Address: __________________________________ _ Email: ________________________ Phone: ___________ _ State of California Contractor's License Number: __________ Expiration Date: _______ _ • I acknowledge and, am aware , of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I wlll provide a final report/ letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature~· _______________________ Date: ___________ _ B-45 Page 1 of 1 Rev. 03/20 ~ ~ ~; t :· ' ----, ' I iU I I I TYPICAL FOR ALL HDU2 AT THE CMU STEM WALL: AN OPTIONAL ALTERNATIVE TO 12/S4.0 IS TO EMBED THE THREADED ROD INTO THE CMU A MINIMU M OF 13" USING HIL Tl HIT HY 270 EPOXY WITH SPECIAL N INSPECTION NEW 4x4 POST w/¼"x6" SDS @ 6" FULL LENGTH OF POST TO (E) DBL STUDS '-. ........ #4 @ 8" E-W; EMBED 6" SIMPSON 'SET-XP' \ NTO (E) FOOTINGS WITH SIM EPOXY EXTEND NEW PAD TO END OF EXISTI NG PAD ; PAD DEPTH TO • BE 12" MINIMUM AND EXTEND TO THE BOTTOM OF THE EXISTING FOOTING l1---------....Mli,ii~ ....... """'--------------....i..----·----t OA1E: 1 31 2024 2 7315 Valley Center Road Valley enter, CA 92082 Voice: 760. 749.8722 Fax: 760.749.9412 PARTIAL FOUNDATION PLAN P ARIZEAU ADDITION 2603 HIGHLAND DRIVE CARLSBAD, CA 92008 1l-£SE IJIAWNGS N£. t,IJT VALID ~ <OISTRUC110I IJ'USS 11£ ENCll'UR CF f£CCRl HAS ST,IM'Ell >I»,£. IHJ SQED WTH A Y£T CA DIGIT.-!. 9~A1U£ SCALE: 1 4" = 1 '-0" DRAWN BY: XXX JOB No: 22-667 SX1.0 WYNN ENGINEERING, INC . d 27315 Valley Center Road c,t'} of Car\sba Valley Center, CA 92082-6538 VOICE (760) 749-8722 FAX (760) 749-9412 To: Karen Parizeau E 0 Karen, C Apri l 9, 2024 e Framing Changes due to as-built conditions at 2603 Highland Drive, arlsbad, CA 92008 I perfonned a structura l observation at the above-menti ned address on A pr i I 8, 2024. The purpo e of the ob ervation was to review some unexpected as-bu ilt condition . Below i a sum ma1y of my findings: I. The contractor reque ted col lar ties to brace the low roor ceiling joists are acceptable. The existing low roof ceilingjoi t can remain if the meet the spans shown on the ceil ingjoi t schedule on S2.0. 2. The existing high roof j ust to the right of grid line B that canti lever out from the support wal l below is supported by two beams and not cantilevered joi t a expected. However, the new floor wa constructed below the new floor so tom itigate this we wi 11 not conn ect the new floor to these beams vertically. The contractor want to build a pony wall for drywall attachment from the new floor to below those beams. Thi is acceptab le as long as a ½" gap remains between the top plate of the pony wa ll and the exi ting beams. 3. In the high roof wall to the right of grid line B there ill be a po t upporting a girder tru abo e. This will sit on the existing rim beam and then a small po t need to be added below this existing beam in the new pony wall mentioned in item 2. This pot needs ful l bearing and will be supported by the 3.5xl 1.875 P L beam hown on 2.0. 4. According to the architect the landing for the stairs shown on S2.0 can be increased towards grid line 2. Just add cantilever joists to match the rest of the land ing. Note the landi ng cannot get larger left to right on the plan. 5. The contractor cut the 4 IO low roof hip short o a king post cannot be placed from the floor beam to the hip above . Place a new king post below the low roof hip and attach to the ide of the new 5.25x18 PSL beam with (10)-1 /4x8" impson DS screw evenly spaced. The bottom of the new king post should match the bottom of the beam. Also connect this king post to an aligned double tud or post in the new wal I and attach with ( I 0)-1 /4"x8" SDS screws. Please do not hesitate to cal l with any question or comments. Sincerely, @id ~ d= Managing tructural Engineer True North COMPLIANCE SERVICES Transmittal Letter December 27, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. FINAL REVIEW City Permit No: CBR2023-2558 True North No.: 23-018-413 Carlsbad, CA 92008 Plan Review: Attached ADU Addition Address: 2605 Highland Dr, Carlsbad CA Applicant Name: Anne Parizeau Applicant Email: annethearchitect@gmail.com OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U NIA V-B No I Addition: 517 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Scope of Work: Floor Area: Confirmed Confinncd Confinned True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: Electronic copy dated NIA, by Anne Parizeau. 2. Stmctural Calculations: Electronic copy dated February 16, 2023, by Steve Reid. 3. Energy Report: Electronic copy dated April 10, 2023, by Igor Skorlupin. 4. Truss Calculations: Electronic copy dated March 8, 2023, by Xiaoming Zhao. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 rBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 Attached ADU Addition 2605 Highland D December 22, 2023 Review By: Richard Moreno -Plans Examiner City of Carlsbad-FINAL REVIEW City Permit No.: CBR2023-2558 True North No.: 23-018-413 Page2 civil engineering structural design land surveying STRUCTURAL CALCULATIONS ADDITION PARIZEAU 2603 Highland Drive Carlsbad, CA 92008 Job No: 22-667 November '77 ?023 CBR2023-2558 2605 HIGHLADNUD(51~:) FROM GARAGE AND PARIZEAU: BUILD A DECK (55 SF} 1561107800 12/15/2023 CBR2023-2558 27315 Valley Center Road-Valley Center, CA 92082-(760) 749-8722 -Fax (760) 749-9412 Email: wynneng@wynnengineering.com -Los Angeles (310) 306-9728 -Fax (310) 306-2129 0 WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749-7493 Fax Table of Contents Material Specifications Structure Loading Vertical Loads Lateral Loads Soils Parameters Schedules Ke:t'. Plans Vertical S:t'.stem Lateral S~stem Foundation JOB: SHEET NO .: __ _ OF:---------- CALCULATED BY: DATE: ______ _ CHECKED BY· DATE:------- SCALE:----------------- 1 2 3 4 5-6 7-8 9-21 22-25 26-27 JOB: WYNN ENGINEERING INC. 27315 Valley Center Road SHEET NO.:--+-'-- CALCULATED DY: OF:------------ Valley Center, CA 92082 DATE:---z.~/_2,~_3 __ _ (760) 749-8722 (760) 749-7493 Fax CHECKED BY: DATE:-------- SCALE:------------------- STRUCTURAL DESIGN SPECIFICATIONS BUILDING CODE -2022 Callromia Building Code & ASCE 7-16 WOOD FRAMING -Design per 2018 NOS Specification for Wood Construction & Supplement Douglas Fir-Larch graded per WCLIB or WW';:>A grading rules es follows: MemberTlpe Grade Fb (e_SJ2 MemberTYJ)e Grade Joists No 2 900 Studs STUD Beams {2x • 4x} No 1 1000 Posts (4x) No 1 Beams{6x or larger B&S No 1 1350 Posts (6x or largar) P&T No 1 STEEL • Design per AISC Specification 360-16 Hot rolled steel complying with ASTM specifications as follows: Section Gradt! F'(_IFII (ksll sec/Jon Grade W -Wide Flange A992 50 /65 Standard Pipe A53Gr8 HSS -Tube ASOO GrC 50 /62 Plates & Misc A36 WELDING -E70XX Electrodes with Fy = 70ksi unless noted otherwise in calculations CONCRETE• Design per CBC Chapter 19 and ACI 318-19 Specification for reinforced concrete Concrete fc = 2500psi at 28 days unless noted otherwise In calculations. Type II Cement CONCRETE MASONRY -Design per CBC Chapter 21 and TMS 602-16 Specification for Reinforced Masonry Medium weight solid grouted CMU with fm = 2000psi unless noted otherwise in calculations Mortar -Type M or S Grout fg ~ 2000psi STEEL REINFORCING· Bars complying with ASTM A615 (A706 for Welded Bars) as follows: Bar Sile Grade Fy(ks/) Bar Size #3,#4 A615 Gr40 40 #5 and larger STRUCTURAL COMPOSITE LUMBER-Manufactured by Trus Joist per ICC-ER ESR-1387. Member Type Parallam (PSL) Microlam (LVL) Gracie OF -2.0E DF -1.9E Fb (psi) McmbarType 2900 . Timberstrand (LSL) 2600 Grado A615 Gr 60 Grade DF -1.7E GLUE LAMINATED LUMBER -Douglas Fir-Larch Combination 24F-V4 unless noted otherwise In calculations MANUFACTURED WOOD I JOISTS -T JI Pro series by Trus Jois1 per ICC-ES ESR 1153 RETROFIT EPOXY -Hllti RE-500 V3 designed per ICC ER-3814 or Simpson SET-XP designed per ICC ESR-2508 Fb (e_si) 700 1000 1200 F'(_IFU (ks/) 35/ 60 36/58 Fy(ksl) 60 Fb re~2 2600 WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749~7493 Fax . GRAVITY STRUCTURAL LOADS ROOF LOADS Load {psf) Dead Loads 17.0 4.0 2.5 4.0 Insulation 0.5 Drywall 2.5 Mechanical 1.0 _M_is_c. __________________ 2-'-.5 Live Load 20.0 Total Load 37.0 WALL LOADS Load(psf) Dead Loads Exterior Walls • Sidin 12.D Interior Walls ----·---10.0 Lateral Live Load -Code Minimum 5.0 JOB: SHEET NO.: ---OF:----------- CALCULATED BY: $ I) "'L CHECKED SY: DATE:------- SCALE: ----------------- FLOOR LOADS Dead Loads Finish Flooring Plywood Decking Framing Insulation Drywall Mechanical Misc Live Load -General Residential Total Load Load (psf) 16.0 3.0 3.5 4.0 0.5 2.5 1.0 1.5 40.0 56.0 WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 {760) 749-8722 (760) 749-7493 Fax SEISMIC STRUCTURAL LOADS Structure Height _ ...... __ ...... _____ h. __ -3_3.0!t ___ _ Risk Category Soil Profile Res onse Modification Factor Importance Factor R I II D 6.5 1.00 Structure Period Ct 0.020 X 0.75 T. 0.210s TL 8.000s l .5*Ts 0.893s EQUIVALENT LATERAL FORCE PROCEDURE C = pSD.~ ,. (RI/) (Eq 12.8-2) = 0. 12 C < pSm s -T(RI l) (Eq 12.8-3) = 0.35 Note: Where a soils report is not provided the exceptions given in ASCE 7-16 11 .4.8 are used. VERTICAL DISTRIBUTION Heiaht Area h, .. Level ft (ta A Roof 23 1860 B Floor 10 1860 C Low Roof 13 140 D -E F Dlaph \Yd psr 17 16 17 * These are Ultimate Loads, Multiply by 0.7 for ASD WIND STRUCTURAL LOADS Mean Roof Height ________ ,. __ _ Roof Angle h 23.0ft ----,--gt 20deg _ Baste Wind Speed 100 m h JOB: 3 SHEET NO.: ----OF: ----------- CALCULATED BY: 'S))"'L_ CHECKED BY: DATE:------- SCALE: ----------------- Mapped 0.2s Acceleration Ss 1.00 Mapped 1.0s_Acceleration s;. 0.38 0.2s Site Coefficient F • 1.20 1.0s Site Coefficient F V 1.88 Design 0.2s Acceleration Si:x5 0.80 Design 1.0s Acceleration So, 0.48 Redundanc Factor e 1.00 Seismic Design Category D (Eq 12.8-6) =0.00 Cs = 0.044S.osl ~ 0.01 (Eq 12.8-5) "'0.04 Governing Seismic Response Coefficient Cs = 0.12 Weicht' Moment2 Fx3 Wall Story w~. w, h,.xw_, C.x Ew,~¾ DSI kip ft-kip % /do osf 6 42.8 984 64% 7.7 4.1 12 52.1 521 34% 4.1 2.2 6 3.2 42 3% 0.3 2.3 ·-- 98.1 1547 100% 12.1 Importance Factor l 1.00 Exposure Factor -C ,., 1.29 Topographic F~c-'-t_or _________ -=---1_.o_o_ ZONE Lateral Pressures Vertical Pressures A B C D E F G H ASCE 7-16 Figure 26.5-1 P,:IO osf 22.0 ! -5.8 14.6 -3.2 -19.1 : -13.3 -13.3 -10.1 I I -- D011ign ?rossuro P, psf 28.4 1 -7.5 18.8 -4.1 -24.6 I -17.2 -17.Z -13.0 • These are Ultimate Loads, Multiply by 0.6 for ASD JOB: WYNN ENGINEERING INC. 27315 Valley Center Road y SHEET NO.: -~--OF:----------- Valley Center, CA 92082 CALCULATED BY: ${)\;'\,_ 2./1,,,3 DATE: _______ _ (760) 7 49-8722 (760) 749~7493 Fax Cl-lECKED BY: DATE:------- SCALE: ------------------ SOILS PARAMETERS & LOADING Parametors Based on 2022 California Building Code (T1610.1 & T1806.2) General Soils Parameters: Allowable Net Soil Pressure at Minimum Depth Minimum Footing Depth Minimum Footin Width Coefficient of Friction 1500 sf 12 in 12 in 0.25 Passive Pressure -E.f.f .. ________ .. ~----------------~---1_00_....pcf_ Retaining Wall Soils Parameters: Allowable Net Soil Pressure at Minimum ~~---____________ 1500 psf Minimum FootingD~-----• _________ 12 in Coefficient of Friction -·-------------·-·-··--· _ _ ____________ 0.25 Passive Pressure -EFP ______________ 100 cf At Rest Pressure -EFP 60 cf -------· .. ------·-••·-·--····------------------------------'-- 45 cf ---·-------~ ':'~ti_v~ P~~~~~~e_ ---~e~el_§~~~--_E_FP __________ _ Active Pressure -2:1 Slo_e_e_-_E_F_P __________ _ 65 pcf JQ[l: WYNN ENGINEERING INC. 27315 Valley Center Road SHEETNO.: __ s-: __ OF:------------ 5 t)vL-z,/"l,.~ Valley Center, CA 92082 CALCULATED UY: DATE:----~---(760) 749-8722 (760) 749-7493 Fax CHECKED 0Y: DATE: _______ _ SCALE: SHEARWALLSCHEDULE MARK3 G H L L2 M M2 N N2 p P2 WIDTH CAPACITY NAILING SILL CONNECTION2 SIZE/ SPACING 5/8" A.B' 16d Nail 1/4' SDS 260 6 / 12 54" 6'' - 3/8 Bd 380 4 / 12 42" -12" 310 42" 4" - 6 / 12 620 24" -6" 460 36" -8" 4 / 12 920 18" -4" 15/32 10d 600 30" -6" 3 / 12 1200 15" -3" 770 20" -4" 2 / 12 1540 10" -2" 1 All vaues assume COX grade Plywood or OSfl panels 2 Values noted ere maximum spacings. Install a minimum ot two (2} fasteners por piece. a) 5/8" A.B. le 5/8' Diameter A307 J..13oll with a minimum 7' concrem emt>odmcnt. c) 114" SD$ is SIMPSON SDS 1/4x4.5 (ICC-ESR 2236) TOP PLATE LTP4 30" 20" 24" 12" 16" 8" 12" 6H 10" 5" 3 SIii and boundary members for walls with a capacttyof 350 plf org1eater must be 3in nominal lumber minimum. Nailing edge disl11noo rnusl bo 1/2' minimum. 4 Anchor bolts mus1 bo Installed with minimum 31n x 3i1 x 0.229in plate washers. An anchor must be placed no more than 12' and no loss than 7D from each end of the wall. WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749-7493 Fax HOLD DOWN HARDWARE SCHEDULE FLOOR MARK TYPE A.B.0 37 MST37 -U) ~ 48 MST4B -0:: I-Cl) 60 MST60 - 2 HDU2 5(8" 4 HDU4 5(8" (/) w ii:: 5 HDU5 5/8" w en :::, 8 HDQ8 7/8" 0 :r: 11 HHDQ11 1" 14 HHDQ14 1" JOB: __ i.,_'-_·_-_6_G_7 _________ _ SHEl::,NO.: ~&~-OF:---------- CALCULJ\TED UY; DATE: __ 'v=....:./_z...,-=3'---- CflECKGDBY: DATE:------- SCALE:---------------- CAPACITY FULL 75% NOTES ICC-ER 2465 1849 3695 2771 ER-2105 4665 3499 3075 2306 4565 3424 ER-2330 5645 4234 7630 5723 11810 8858 ER-2330 13015 9761 Job: ___ 1--_1---_-_6_6-L'------------ Sheet No.'-: __ 7 .c__. ____ Of: _______ _ WYNN ENGINEERING, INC. Calculated By: ~ 1)"'-Date: ___ -z.,_/_-i--=1=---- 27315 Valley Center Road Valley Center, CA 92082 Voice: 760.749.8722 Fax: 760.749.9412 I Checked 9-L'-·------~ Date: ______ _ Scale: _________________ _ I : "f1L-'5S6 J G<: 6-t:O,l)(i...-C.....• 74,clS} ~· •. {) f:;.,ll-11-G A4')1-_::ot... <; C lf€JJ,,A,lt. --0 'It' Dote Plotted: 2/15/2023 8: 22 AM Plotted By: STEVE REID Flle:F: \2022\22-667 PARIZEAU\DWG\CURRENl\S3.0 HIGH ROOF FRAMING PLAN.DWG WYNN ENGINEERING, INC. 27315 Valley Center Road Valley Center, CA 92082 Voice: 760.749.8722 Fmc 760.749.9412 0 0 0 Job: '2. "l..-6b7 Sheet No-: -~'jJ ______ Of: _______ _ Calculated By: "$(:)~ Dote:_...:'c~/~2.,_$ __ _ Checked B~--------Dote: ______ _ Scale: _________________ _ cb 0ote Plotted; 2/15/2023 10: 25 AM Plotted By: STEVE REID File: F: \2022\22-667 PARIZEAU\DWG\CURRENT\S2.0 LOW ROOF AND FLOOR FRAMING PLAN.OWG WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760) 749-8722 (760) 749-7493 Fax Wood Header Schedule Roof Level Headers Uniform Dead Load• plf w0 Uniform Live Load • plf w L Load Duration Factor C0 100 80 1.25 Size Section Properties Nominal . WicithDepth ------- I b d A s I In In ln2 : /n l in• 4x4 3.50 12.25 7.15 12.51 4x6 5.50 19.25 17.65 48.53 4x8 7.25 25.38 30.66 111 .15 3.5 4x10 9.25 32.38 49.91 230.84 -··-~ -·----·--·-···--· , _ __,..,.,, __ 4i<12 i 11 .25 39 .38 73.83 415.28 -----I 4x14 I 46.38 102.41 678.48 i I 13.25 i I i 4AF: wl 2 , L =--' where V=-=-AF v 3WD+l 2 ) ,, JOB: 2:2. • b' 4 . 'if . SHEET NO. _ __,_____ OF.----------- CALCULATED BY: '5Q>1.,_ DATE: __ 'Z--4/'---z.,_:..J ___ _ CHECKED BY: DATE:------- SCALE: ----------------- Shear L,, . ft 20.42 32-08 42.29 53 .96 Allowable Bending Stress -psi Allowable Shear Stress -psi Modulus of Elasticity -mpsi Maximum Length Bending Deflection Lb LA2~0 LA3UO ft ft n 5.75 6.40 7.33 9,04 10.06 11 .52 11.91 13.26 15.18 15.20 16.92 19.37 Fb Fv E --Govern Lg n 5.75 9.04 11.91 15.20 1000 180 1.7 Design Length ---·---·-L,. fl 5.0 9.0 11.0 15.0 .......---···· -·----. 65 .63 18.49 20.58 23.56 18.49 18.0 77 .29 21 .77 j 24.24 27.75 21 .77 21.0 l _ J 3 84 E' I where fl, = _5_ w L4 = J::_ ,wn -5 240w0.,.,_ 384 E 1 240 384 E'I 5 wl4 l ---wheret:..=--.-=-5 360wL 384 EI 360 WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 Valley Center (760) 749-8722 Los Angeles (310} 306•9728 www.wynnenglneerlng.com \ .:. ' J06 __ 2_z._-_"_6__,_7 ____________ _ SHEETNO._ .... I_?_. _______ _ OF _________ _ CALOUI.ATEDBY-s_"'Q-'lL_=------OA.lc_...;~~/<--.:.z. _ _s,..__ __ CIECKEO ev ___________ _ DATE ________ _ SCALE------------------------- ~-1 •,11 ~11 .tl •.• ff • i • G ' ! ~ • ; .. 1 · •. i 0 PAO!llJCT WT iilFORTEWEB. + 0 r· : LJ l ,, I] MEMBER REPOlff Level, Fll 1 piece(S) 11 7 /8" TJI® 560@ 16-OC Overa II Leng~h: 21' 7" 21' All locations are measured from the outside face of left support (or left cantilever end). All dlmenslons are honmntal. Desian Results Actual @ Location Allowed R-,lt LDF Load: Comlllnatlon (Paltllm) Member Reaction (lbs) 787@31/2" 1265 (1.75") Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 787@3 l/2" 2050 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4149 @ 10' 10" 9500 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.374 @ 10' 10" 0.527 Passed (l/676) --1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0 .524 @ 10' 10" 1.054 Passed (L/483) --1.0 D + 1,0 L (All Spans) TJ-Pro"' Rating 40 40 Passed --- • Deflection criteria: LL (l,l~BO) and TL (L/2<10). • Allowed moment does not rellect the adjustment for the beam stab Illy factxlr, • A stTuc!Yral anal'f$Is ~ the deck h•• rot been P"ffOOTied ~ (, 1 ~ PASSED + 0 System : Floor ~1ember Type : Joist 8uUd1119 Use : Resldertlill 8ulldlng Code : IBC 201S Design Methodology : ASD • DenectiOn analysiS Is bai;ed on aimpoS1te action \\1th a sIncie layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down, • Addltional considerations for the TI-Pro'" Ratilg lndude: None. 8-rt■gLmgtll Load■ Ill Suppatt■ (111■) Supporb Total Avallaille Required D-■d Floor Live f■ctored 1 -Hanger on 11 7/8" PSL bellm 3,50" Hanger• 1.75"/-l 231 S78 809 2 • Stud wal -DF 3.50" 2.7.s· 1.75• 229 573 803 • Rim Board Is assumed to carry all loads appled directly aboVe It, bypassing the member being designed. • Al: han11er support&, the T01ill Bearing dmenslon Is e:iual to the width of tho materl.11 that is supporting the h.mger • • See Connector grid below for addltlonal 1nrormat1on and/or requirements. • > Required Bearing length / Required Bearing Length with Web Stlffene,s Lateral Bradng lnclng lnllll"fflll Top Edge (Lu) 8' 8' o/C BottD<nEdge(tu} 21' 2' o/c •TI! Joists are orly analyzed using Maximum Alrowablc br-'Clng solutions. •Maximum allowable b!lldng Intervals bllsed on applied I011d. Connector: Slmp11011 strang-Tie COnl-t■ "-- See note' 11/4" Rim Board lillppelt I Moclel I Seat Lmgth I Topfadeneno I ~CIIFa ..... ■n I Member PMtlnm9 jAcoeatOriH 1 -Face Mount Hanger I lUSl.56/11.88 I 2.00" I NIA I 12-lOdxl.S I 2-Slroog-<irlp I • Rafa' to llli!nufacturcr notc5 and lnsbvdlol\5 for proper 1rrst.allation and use of all cxmnedms. Dead Floor Uva vertical Load Loic■llon Spacing (0,90) (1.00) Cominent■ 1 -unirorm (PSF) 0 to 21' 7" 16" 16,0 40.0 0erau1t Load WeverhaeUAr Nobis W~user warrants tt-..t the 51zl1111 of its products will be In accordeOOl with Weve,t1aeuser prol1Jd: design cri!eria and published design values. Weyerhaeuser expressly dlscli,ims illlY other Wl!rrar(lcs related ti) the softwllrc, Use of this soltwl,re Is not Intended to drcumvent the ne,:d for" design pm"'5sloni,,I as determined by the aulhorty having jurisdiction. The designer of record, builder or framer Is responsible to assLre that this ca1a.1,a1:1on Is compatible with the ownll project. Accessories (Rim Board, Blocking Panels and SquaSh Blocks) are not de.signed by this soltwBre. Prowcts manufact!Jred at Weyerhaeuser fildlltles are thl"d-party certlfled ti) sustainable fomtry standards.. Weyerhaeuser Engineered Lumber Products have been evalua.t!!d by ICC-ES under eva!UaUon repotts ESR-1153 and ESR-13B7 and/or tesllid In accordance with applcable ASTM sondards, For CU1Tent code evaluation reports, WeyerhaCU5er product literature and lnstt1I1atlon details refer to www.weyor~user.com/woodproducts/document-llb.-ary. The product applic.atlon, inp!t de5ign loadr., dmenslon• and s141port lnfmmation have been providl!d by RlrtJfflEB Sortwllre Operator ForteWEB Sonware Open,tor JobNotH Steven Reid Wynn fnglneerng (760) 749-8722 SMve@wyr1nenglneerlng.com 11/27/2023 7:08:19 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data; VB. 1.4.1 Rle Name: FJl Pagel/1 Project Title: Engineer: Project ID : ProJect Descr: Multiple Simple Beam Project File: 22-667.ecS UC#; -08014768, Build:2 .23.08.30 WYNN EN !NEERING, INC (c) ENERCA CI C 1983-2023 Descri ion : Floor/Low Roof Vertical 1 Wood Beam Design : RR Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: Wood Species : 2x6, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 Fb -Tension Fb -Compr 1000 psi Fe -Prll 1500 psi Fv 180 psi Ebend-xx 1000 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads Unit Load: D = 0.0340, Lr= 0.040 k/ft, Trib= 1.0 ft Design summary Max fb/Fb Ratio = 1b : Actual: 0.903; 1 1,467.77 psi at 1,625.00 psi +O+Lr Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.273: 1 61.44 psi at 225.00 psi +D+Lr Q .Lr 0.17 0.20 0.17 0.20 J. Wood Beam Design : LRB1 5.000 ft in Span# 1 9.567 ft in Span# 1 10.0 ft ax e ecbons .!::! Transient Downward 0.256 in Ratio 468 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1700ksi 620ksl Density 31 .21 pcf Total Downward Ratio Total Upward Ratio 0.473 in 253 LC: +D+Lr 0.000 in 9999 LC: Calculatlons per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Emlnbend -xx Applied Loads Unif Load: D= 0.0->0.170, Lr= 0.0->0.20 k/ft, 0.0 to 14.250 ft Design summary 1,600.0ksi 580.0ksi Density 31 ,210 pcf Max fb/Fb Ratio = ft:>: Actual : Fb : Allowable : 0.858; 1 1,158.80 psi at 8.218 ft in Span# 1 1,350.00 psi l ~ 4x10 -l.. Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+Lr 0.306 : 1 68.75 psi at 13.490 ft in Span# 1 225.00 psi +D+Lr Q. .b! 0.40 0.48 0.81 0.95 tl Ratio 14.250 ft 0.253in 676 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.468 in 365 LC: +D+Lr 0.000 in 9999 LC: Project Title: Engineer: Project ID: Project Descr: I Multiple Simple Beam Project File: 22-667.ecS UC#: KW-06014768, Build:20.23.08.30 WYNN ENGINEERING, INC (c) ENERCALC INC 1983-2023 Wood Beam Design : FB 1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 Fb-Tension Fb -Compr 900.0 psi Fe -Prtl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31 .210 pcf 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx 580.0 ksi Applied Loads Unif Load: D = 0.0280, L = 0.1050 k/ft, Trib= 1.0ft Design Summery Max fb/Fb Ratio = lb : Actual: 0.979 • 1 1,023.25 psi at 1,045.08 psi +D+L Fb : Allowable : Load Comb : Max fv/FvRatio = fv ; Actual ; Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.246 : 1 44.70 psi at 180.00 psi +D+L Q. 0.22 0.22 .L 0.84 0.84 Wood Beam Design: FJ1 8.000 ft in Span# 1 0.000 ft in Span # 1 ':!!. .t! D(O.Oat 1050j 4X10 Max ections Transient Downward Ratio 16.0 ft 0.421 In 455 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.534 in 359 LC:+O+L 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 1.75x11.87, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : MicroLam LVL 1.9 E Fb -Tension 2,600.0 psi Fe -Prtl 2,510.0 psi Fv 285.0 psi Ebend-xx 1,900.0 ksi Density 42.010pcf Fb -Compr 2,600.0 psi Fe -Perp 750.0 psi Ft 1,555.0 psi Eminbend -xx 965.71 ksi Appl/edLoads Unif Load: D = 0.0220, L = 0.0530 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable: Load Comb : 0.464 • 1 1,206.25 psf at 10.500 ft in Span # 1 2,600.00 psi +O+L 0.181 : 1 51.54 psi at 20.020 ft in Span# 1 285.00 psi +D+L Q. .Lr Max Reactions (k) Left Support 0.23 L 0.56 0.56 Right Support 0.23 .t!. D{0.022~il°530! 1.75x11.87 21 .0 l'l ax ions Transient Downward 0.502 In Ratio 501 LC: LOnly Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.711 in 354 LC: +O+L 0.000 In 9999 LC: Multiple Simple Beam UC#: KW-06014768, Build:20.23.08.30 Wood Beam Design : DJ Project Title: Engineer. Project ID: Project Descr: WYNN ENGINEERING, IN Project File : 22-667.ec6 (c) ENERCALC INC 1983-2023 CalculaUons per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 2-2x8, Sawn Fully Braced Using Allowabre Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31 .210 pcf Fb -Compr 900.0 psi Fe• Perp 625.0 psi Ft 575.0 psi Eminbend -xx 580.0 ksi Applied Loads Unit Load: D ::; 0.0220, L = 0.080 k/ft, 11 .50 ft to 17 .250 ft, TrJb::; 1.0 ft Design summacy Max fb/Fb Ratfo = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Q 0.620 • 1 769.91 psf at 11.500 ft in Span# 1 1,242.00 psi +D+L 0.201: 1 36.20 psi at 11.500 ft in Span # 1 180.00 psi +D+l 'ii Left Support -0.03 Right Support 0.16 .b -0.12 0.58 tl 2-2xB 11 .50ft. Max e e ons Transient Downward 0.454in Ratio 302 LC: LOnly Transient Upward -0.128 In Ratio 1077 LC: L Only Total Downward Ratio Total Upward Ratio 2-2x6 5.750 fl 0.579 in 238 LC:+D+l -0.163 in 845 LC: +D+l WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 Valley Center (760) 749-8722 Loa Angeles (310) 306-9728 www.wynnenalnaerlng.com II I i . i I JOB _ _:'2..::_:~:_,..._:'C~z!:......__ ___________ _ SHEET NO.---!.\-Jlr---------OF CALCULATEDBV----'S::::..<.1).,_rt.-.....c;_ _____ _ DATE '2/1.J CHECKED 9y ___________ _ DATT. SCALE ______________________ _ I, ·,· ' I ' L 7 P. 1 ' ' I ' , I ' ' ' • I ' l ..... . . , .. l i . . . !··-! ...... • I 'i '' 5 D PROCUCT207 WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 Valley C•nter (760) 749-8722 Los An1eles (310) 306-9728 www.wynnen1lneerln1,.com l :t ;J ,f ,, 0 7 f; 1 f. ;J " 'J 'J 1 '1 I i! I I ;\ ,; I ' .. ! I i i •:-• .. :••• .. ••••• .. ••• .. •••• =••• • •·H-•••;•••••••--•••-• . ~ . -i .... ·.··•·-··:·r····· ,- ·\·. ·t·.'. ;.·.· :it ~·}tjjf . PSc I • ' '''i ., ...... ··-. ··-.-.. i. ,j .i.. .. .. ....... ~.--................... , ................. , ..... , ......................... -----i-,., .... ·-····· ................... --,--.. ~ ..... , ....... . ' .. :.... . ..... \ .. . ! • : -· ••• •• ''I •1 ' . • I •:• ..... ·r . J ' ' . . .. ' ..... : .. Z.2--t,~7 JQB _______ c,_ _________________ _ 6HEETN0. __ (=2f~------- CALCIJI.ATED ev_s-'-"'o""'x.,,,,,.~----- CHECKEDBV __________ _ OF __________ _ DATE ___ Z-s_/_2-,_$_.... __ DATE ________ _ SCALE _______________________ _ .,, ''"'' ... i , I•,., • i· ', ....................... ,1, .. , ......... -. .. ! .. -~ ..... , -·-; ·-·y··-·-·· l ··'.··•·-···"· .. ··•· i .. ---+ ;,.,y, i • j ' l i . ~-.. :, • -··· .II .............. -. ·--·!·-.. '··-.......... ·-••• 1 .L ... : ........ ! .. i .... -·· • ' ....... , .. ,: •·•••-••• :.,, O •• ···-"···-·-~,••'.HM•+•"' -... •·•--: ...... .. l . i . I D PAOOUCT 207 Project Title: Engineer: Project ID: Project Descr: I Multiple Simple Beam Project File: 22-667 .ec6 LIC#: KW-□6014768, Build:20.23.□B.3□ WYNN ENGINEERING, INC (c) ENERCALC INC 198:l--2023 Descrl tion : Floor Beams Wood Beam Design : FB2 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: S.25x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade . Parallam PSL 2.0E Fb • Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksl Density 45.070 pcf Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Emlnbend -xx 1,016.54 ksi Applied Loads Unlf Load: D = 0.0220, L = 0.0530 kift, 0.0 ft to 22.50 ft, Trib= 1.0 ft Unlf Load: D = 0.0220, L = 0.080 k/ft, 22.50 to 26.750 ft, Trib= 1.0 ft 1Polnt: D = 0.220, L = 0.840 k@ 21.50 ft 2Polnt: D = 0.220, L = 0.840 k@ 24.50 fl Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.335 ; 1 945.00 psi at 21.000 ft in Span# 1 2,820.73 psi +O+L+H, LL Comb Run (*L) 0.165: 1 47.87 psi at 21 .000 ft in Span# 1 290.00 psi +D+L +H. LL Comb Run (LL) Q !l .I. .§. Y:1. Max Reactions (k) Left Support 0.17 0.56 Right Support 0.86 2.88 !! ax e ions D 0.0220 L 0.0530 5.25x9.25 21.0 ft Transient Downward 0.554 in Ratio 248 L Only, LL Comb Run (*L) Transient Upward -0.331 in Ratio 470 L Only, LL Comb Run (L *) Wood Beam Design : FB2 Ripped at Deck (Deflection criteria eased} 5.750 ft Total Downward 0.581 in Ratio 236 )+L+H, LL Comb Run (*L) Total Upward -0.285 in Ratio 516 J+L+H, LL Comb Run (L*) Calculations per NDS 2018, IBC 201B, CBC 2019, ASCE 7-16 BEAM Size : 5.250 X 7.750, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations. Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070pcf Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksl Applied Loads Unlf Load: D = 0.0220, L = 0.0530 k/ft, 0.0 ft to 22.50 ft, Trib= 1.0 ft Unlf Load: D = 0.0220, L = 0.080 k/ft, 22.50 to 26.750 ft, Trib= 1.0 ft 1Polnt: D = 0.220, L = 0.840 k@ 21.50 ft 2Polnt: D = 0.220, L = 0.840 k@ 24.50 ft Design Sum[Jl8TV Max fb/Fb Ratio = fb ;Actual : 0.474· 1 1,346.21 psf at 21 .000 ft in Span# 1 2,838.21 psi Fb : Allowable : Load Comb: Max fv/FvRatio :a fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+L 0.198: 1 57.46 psi at 21 .000 ft in Span# 1 290.00 psi +O+L Q !! 0.17 0.86 .b 0.33 2.88 .s. w !:! ax e ections D 0.0220 L 0.0530 5.250 X 7. 750 21 .0 tt Transient Downward 0.444 in Ratio 310 LC: L Only Transient Upward -0.080 in Ratio 3140 LC: L Only Total Downward Ratio Total Upward Ratio 5.750 ft 0.488 in 282 LC: +D+L -0.062 in 4043 LC:+D+L Project Title: Engineer: Project ID: ProJect Descr: Project File: 22-667.ec6 VWNN ENGINEERING, INC (c) ENE CALC INC 1963-2023 Wood Beam Design : FB3 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fe-Perp 625.0 psi Ft 2,025.0 psi Emlnbend -xx 1.016.54ksi Applied Loads Unlf Load: D = 0.0220, L = 0.0530 k/fl, Trlb= 1.0 ft 1 Point: D = 0.7480, Lr= 0.880 k@ 2.250 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.320 • 1 732.13 psf at 9.450 ft in Span # 1 2,287.12 psi +D+L 0.184: 1 66.59 psi at 0.000 ft in Span# 1 362.50 psi +D+O. 750Lr+O. 750L Q 1c l.. § Max Reactions (k) Left Support 0.90 0.79 0.56 Right Support 0.31 0.09 0.56 Wood Beam Design : FB4 z· r ■ D(0.022ii LT0530) 3.5X11.875 .l:i ax e ions Transient Downward Ratio 21 .0 fl 0.239in 1055 LC: LOnly Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.433 In Ratio 582 LC: +D+0.750Lr+0.750L Total Upward Ratio 0:000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE. 7-16 BEAM Size: 5.25x16.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-)CJ( 2,000.0 ksi Density 45 .070 pcf Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unif Load: D"' 0.4970, Lr= 0.260, L = 0.450 k/ft, Trib= 1.0 ft 1Point: E = 0.540 k@3.750 ft 2Point: D = 1.60, Lr= 1.830 k@ 8.0 ft 3Point: E = -0.540 k@ 15.50 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.794 • 1 2, 132.92 psi at 2,684.96 psi +D+L 0.465 : 1 134.84 psi at 290.00 psi +D+L Max Reactions (k) Q !:! 3.13 3.05 .b. 3.77 3.77 Left Support 5.00 Right Support 4.93 8.040 ft in Span # 1 0.000 ft in Span jf. 1 'ti. g 0.38 -0.38 ,..... -~ I ~;~ 5.25x18.o . tl Ratio 16.750 It 0.224 in 899 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.652 in Ratio 308 LC: +D+0.750Lr+0.750L Total Upward 0.000 in Ratio 9999 LC: I Multi~_~e Simple Beam LIC#: KW-06014768, Build:20.23.08.30 Wood Beam Design: FBS Project Title: Engineer: Project ID: Project Descr: WYNN ENGINEERING, INC Project File: 22-667 .ec6 (C) ENERCALC INC 1983-2023 CalculatiollS per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 3.5x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending BEAM Size : Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe • Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb • Compr 2,900.0 psi Fe• Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi &2{)1/edLoEJds Unit Load: D = 0.2150, Lr = 0.140 l</ft, Trib= 1.0 ft 1 Point: D = 5.0, Lr = 3.10, L = 3.80, E = 4.170 k@ 5.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : 0.930 ; 1 3,932.68 PSI al 5.500 ft in Span # 1 4,226.68 psi +1 .084D+0.750L+1 .313E 0.815 : 1 236.27 psi at 7.288 ft In Span# 1 290.00 psi +D+L Q .br Max Reactions (k) Left Support 2.55 1.61 .L 1.27 2.53 5 1.39 2.78 Right Support 4.22 2.64 Wood Beam Design : FB6 tl Ratio 0.075 in 1327 LC: E Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.216 in Ratio 458 LC : +D+O. 750Lr+O. 750L Total Upward Ratio 0.000 in 9999 LC: CalculatlOllS per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.25, Parallam PSL, Fully Unbraced • Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unit Load: D = 0.1640, Lr = 0.080 k/ft, Trib= 1.0 ft 1Point: E = 4.170 k@ 1.0 ft Design Su,rim§.fY. Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max tv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.504,: 1 1,661.35 psi at 5.688 ft in Span# 1 3,297.20 psi +1 .112D+1 .750E 0.670 : 1 310.94 psi at 0.000 ft in Span# 1 464.00 psi +1 .112O+1.750E Q .br .L '!:1 Max Reactions (k) Left Support 1.33 0.65 g_ 3.91 0.26 Right Support 1.33 0.65 , .... .t!. 80 -• ?SM·-, 3.5x11.25 16.250 ft ax e actions Transient Downward 0.152 in Total Downward 0.463 in Ratio 1283 Ratio 420 LC: Lr Only LC: +D+Lr Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 Valley Center (760) 749-8722 Los Angeles (310) 306-9728 www.wynnengineerlng.com JOB_~2~2~-b....::::6~7,L_ ___________ _ SHEETNO. __ ..:_Z.._v.::;_ _______ _ OF ________ _ CALCULATED ev·_CS.--=f>".L~-=-------OAT~ __ ,z...=:;..r.(..='l--:;._3 ___ _ CHECKED BY ___________ _ DATE ________ _ SCALE---------------------- I J l I 5 (i 1 ll I ii 3 ◄ 5 Ii ;, tt ' J I •~ C. i b I r; 'I ~ I ~l !'i 11 ll!,l ,?ll ~i; .. Jf.iJ.t;.,+ ....... flo.ef: ........ ·-~:E~ : . ' ' ··-·····~--1491/4 =372 pit ~--. . fi ,:0 372 * 8 = 2982# . ,I. ____ : .. L.-';·~--. ®····~-............. . _· "7h ~ •• Vi i~(zjj•,x.,,riit,,.;)"' h,,.ll "' _, ................ ,_,., .. ; .... ' ···-••·~•·••·····-···. ·---.. ---=----·-··· ····•··•·· ... . ,, -,-;:.-• j711 • . . : • fh •• .-v ;-;-· ~ :·Y,·2-~ · 1Jr ~ ,w ·, . . l . , . . .• . . ; ••• •· • :FY~ ( ~ t ,.:t i)(J) ~ <i) c\S~ • ;~ ~ f - /J,v ,[, :®· --------«-"k------J-1 .. :.0,.!-J-6-'1..-··: --t~~ -~: .. I· "i' •••••••• ,. .. i •.... i ... • ..... ···••-•··· ······••··· .... _ .... _ ...... i. ................... •-• ..... ····\"" .. \.,.. l ................ . i •. • ! , I . -···"'i' ............ . ' l .j i ·;t,t··sr;· 4d'-• I I • i-" ·• ' l ...... i •• ··--· ., , •• ··-••·••··-···· ., ..... ,,t ........................ • • ···••-•··· ••• ··••· II ... & ... f .. -:·· .. . 1 'i . j. : l . I ........... : .................................. r ·· .... --····-• t· ... , ! I I ; ... ... , ... .• : ..... _ . ., ••. i_:···--··••<0••····-...•• ·-..• . . ' • ' ' . ' ··•~•·•··•·--••·"•" -·• ·-··-··· v• •·-;••· •:►·••·•· ......... _, ____ ·--···. ··-·····•:·•••-.... .... ... •••• C WYNN ENGINEERING INC. 27315 Valley Center Road z:2-607 JOB_~::._::._~~_L ______________ _ Valley Center, CA 92082 Valley Center (760) 749-8722 Los Angeles (310) 306-9728 www. wyn nengineeri ng.com 11 1 'J '.\ ,; \j ;' ti I G 7 ll 0 ' .. ,; SHEET NO. z...3 CALCULATED BY Sr:>"'(.._ CHECKED BY SCALE ' • I J ' ,. ' I I) I OF DATE 2/~,3 DATE I ' ' ' • I ' ) ,, ' ' ., I :• 3 . _JI_"'. -:.: .... ;, ...... _7::?--•··· ... .: ..... : ..... ( .. 2 ·:~··,···l ~)-·/~~ .. ; ... !Z ")•( ... 1··J· =::_. /.~;,., .. ,~ Vf ~ ~ .. . -~ . · · ,. · , PS · · C 0 ....., D ; ;· . · · -..l ~ ,.,,..,.. : • -• !, ,, :. ; ... .. 7 I "1:cr r . . C~:~J(j{ I(;· J ( 1+)) .,:_ .. _ •• : 1r->7J·i f • '""·· '!,, '."7~ rt; i b'. •• ·k ~-.. ~ . i,-S-.5f' ., .. .. ' .. 3 '. .. • .• ·••·• .. . 0 '•·: . I ' ................ t .. +·········: ... .i •••• -0 i • G ..... -8 •••• ·····~---'""!"''"':··• .... ·····~--...... . .................. , .... .:. ................ fl. C 1+-ri~~ b~f~M-~ ! ; • ! : .... i-- ' .... " WYNN ENGINEERING INC. 2731 5 Valley Center Road Valley Center, CA 92082 Valley Center (760) 749-8722 Los Angeles (310) 306-9728 www.wynnenglneering.com 0 ' I I I, I 11. I jl l I 5 f, I t: I ·< t-~ tV (i;., i I 2-) ' z-z_-lt.z JOB------~-'---------------------- SHEET NQ, __ Z.,_'-f _______ _ OF __________ _ CALCULATED ev ___ 'b=....,.0.,u;i1-. _____ _ DATE __ "Z.-=.:./....;.2-_t....._ __ _ CHECKEDBV ___________ _ DATE _________ _ SCALE -------------------------- S r, f It I II I ? 1 S il 1 l" I 2 J i :. . 3 ' . • .. , ...... -~ .. ti~ iLr i© I/~·;;;-: ·:;_;~-~+.' ./3, "L-=- ........ -· •••••••• 4•• ••• ; ••••• -· ••• j. ·-·-.·· ···-··--···· .... ·• .. ,. ... ~-... ' . . ,, .j ' I i ,. ' • l" ' ··-·-_____ .. .. -· -······ ..... ---··· ... '·-·•··--.. . . -·--- • I i i . , ......... , .. Cl , ••• • •• ···•-···••-'.--•-•·• ........ ,_ .,., •••• •••·· II .. ' ' 'I " l .• ......... r ................. o .... .;,... a .. -··· _____ _. ..... i ...................... & i , .. ,. '""' Ii WYNN ENGINEERING INC. 27315 Valley Center Road VaHey Center, CA 92082 Valley Center (760) 749-8722 Los Angeles (310) 306-9728 www.wynnengineering.com 1 Z.2-;·,,7 JOB _____ __.;. ___________ _ SHEETNQ. __ '2._.S'=--------OF ______ _ CALCULATED BY, _ _;,"'-'-"-f.,_~.::=_____ OATE _ __:'2-,ec,_/_,~~s'-- CHECKED BY _______ _ DATE _____ _ SCA~------------------ T / \-A(-:, -= <2-:, l..\ co / l:~ x "2...,') -= I 4 ao-!lr 0 0 L -z_ ~t.:-:.\.-..t-s 0 0 0 311 i ,. D PROO\JCT207 WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 Valley Center (760) 749-8722 Los Angeles (310) 306-9728 www .wynnengineering.com . •' , . ............................... .... ,f • • 0 I . . • . . .; l~ 'P-=--q_ :8-$""". •• .. ••••• "''"i' •. ; .......... ; :nr '·~ .. g::i· .. ·~ ', ··i······ ...... . . . ::n.i .. , ...... j .. .. . .......... .. .... : ......................... ,. JQB __ ~~'Z---~'~'~7L--------------- SHEET N0. _ _:2=--=6:__ ______ _ OF·---------- CALCULATED ev __ S_;::D_~ ______ _ 2/~3 DATE __ ...;.;._,_ ___ .._ __ _ CHECKED BY ___________ _ DATE _________ _ SCALE ---------------------- ..... , .a r-~ c:jv j '-c.i ..-tr;, J .. 7. i ~-• ... ·~·y; .. ·Lc, :;;.;t; ..... : .: .... . • I , .. ,. ....... ~ ., , ...................... •· •• 1 .... _ ....... '. ...... • ...... .,,,.. 6 .. • ... ....... ; .. .... : ..... ,!••······· ! • ......,-· ...... :, .... :. .• ······•'•······"· fl WYNN ENGINEERING INC. 27315 Valley Center Road Valley Center, CA 92082 (760} 749-8722 (760) 749-7493 Fax Square Pad Footing Schedule Foundation Parameters Allowable Soil Pressure Concrete Stren th Reinforcing Strength Concrete Shear Capacity Minimum Column Diameter pa 1500 psf fc 2500 si fy 40000 psi VC 100 si De 3.5 In Mark Length Depth 2 Reinforcing L D d Count Size As Rho> ft in in In n # sqin % A 1.5 18 12 8 2 4 0.39 0.27% B 2 24 12 8 3 4 0.59 0.31% C 2.5 30 12 B 3 4 0.59 0.25% ·------· ·o 3 36 12 8 4 4 0.79 0.27% .... E 3.5 42 12 8 5 4 0.98 0.29% F 4 48 18 14 5 4 0.98 0.15% - G 4.5 54 18 14 6 4 1.18 0.16% -~- H 5 60 18 14 8 4 1.18 0.14% J 5.5 66 18 14 7 4 1.37 0.15% (1) Concrete Shear Cilp;,ci\y. 1 OOpsl v,. = 2JTc (2) Depth to Steel. Assume 4in from (3) Minimum Steel Pmin = 0.0014 (4) Soil Bearing P,, = p " L2 JOB: 2.-2----66 7 OF:-----------SHEETNO.: 2,z CALCULATED BY: $!) I(_ DATE: __ z.'--'/_?-_-_j" __ C~lECKED BY: DATE:~------- SCALE:----------~------- Capacity Rho One Two (min) 3 Pu Bearing' Way 5 Wey 6 Bending 7 % kip lb lb lb lb 0.14% 3.4 3375 14400 16400 28809 0.14% 6.0 6000 19200 18400 32303 ·-- 0.14% 9.4 9375 24000 18400 25886 0.14% 13.5 13500 28800 18400 28809 0.14% 18.4 18375 33600 18400 30809 0.14% 24.0 24000 67200 49000 47843 ·- 0.14% 30.4 30375 75600 49000 50985 0.14% 37.5 37500 64000 49000 45955 0.14% 45.4 45375 92400 49000 48700 1 (5) one Way Shear Capacity P,, = -t/Jv v O x 2dL l.7 l (B)TwoWayShearCepaclty P =-"' v x 4(D +d)d II l.?'f'1•c C I 2/ ( I Ply) (7)BendlngCapadty P,, =-t/>1,8pd J' 1----1.7 1.1 le STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Parizeau ADU 2603 HIGHLAND DR Carlsbad, CA. 92008 11129/2023 CBR2023-2558 2605 HIGHLAND DR ~:~~~U~:tLD ADU (517 SF) FROM GARAGE AND 1561107800 12/15/2023 CBR2023-2558 H > -(.) "' ~ "' ~ ,q "' & ! . N w 0 "'" ... . . 0 I ~ q u: ! ~ ~ '= w ~ ~ --! 15 ' 9" 11 ~1 6 "' I l&J I '\ . I 8' O" Ro o f Tr u s s La y o u t Pa r i z e a u AD U 26 0 3 HI G H L A N D DR CA R L S B A D CA . 92 0 0 8 0 w II 11 24 ' 7" 8' 6 1/ 2 " WN Q : : : O Z -- . . J X -o Q OJ "" 0 g, -- 1 =; ; l c i i -c m I I/ _Jfl I I- o . . , ;: : ; : < J I CD :: r C" l •• (1 ) () DJ :: r - :: r : : : : , •. IO < C W I / I II I (C a. ~ .. + N .l l : I . I S l ! i A I R ' J S S ~ l l ! A l i M M Q ! f i l NO T I C E TO SU I L . D IN G OF F l C IA LS , AR C HIT E C H T S , AN D EN G I N E E R S : NO N ·ST R UC T U RA L DR A WIN G IN T E N D E D FO R TR U S S LO C A T I O N IN F O RM A T I O N ON LY I ,u , I o , n u I ~~ 0 _,J> ,- A M ~= - - - TI I O - l l l l 7 - 6 1 7 1 .c o m .. . , . - - .. . . . . . . . . . " .. . . . Milek® Re: 230410-A Parizeau ADU MiTek, Inc. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervi ion based on the parameters provided by Stone Truss, Inc .. Pages or sheets covered by this seal: R79598940 thru R79598943 My license renewal date for the tate of Ca lifornia is June 30, 2024. November 29,2023 Baxter, David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the Jurlsdiction(s) identified and that the designs comply with ANSlfTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions. shapes and design codes). which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO h3S not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSlfTPI 1, Chapter 2. Job 230410-A Truss A01 Truss Type California Girder Qty Ply Parizeau ADU 2 R79598940 Job Reference o llonal Slone Truss, Inc., Oceanside, CA -92054, Run: 8.63 S Nov 1 2023 Print B.630 S Nov 1 2023 MiTek Industries, Inc. Tue Nov 26 11:46:13 ID:H NJlhpXXAruY cf71oo<1 ~IWyEfvO-RfC?Ps870Hq3NSgPqnLBw3ulTXbGKWrCDol7 J4zJC?f Page: 1 7-10-15 8--0 10-8-13 13-2-8 7-10-15 0--1 2-8-13 2-5-11 h: 0 7-3-4 7-3-4 Scale = 1 :40 2 Plate Offsels (X, Y): [1 :0-3-4,0-0-8], [5:0-3-4,0-0-8], [6:0-4-0,0-4-8] Loading (psi) Spacing 2-0-0 CSI 4x10• LUS24 S,J8cial Special 3x4• LUS24 LUS24 13-9-fl 6-6-4 DEFL in TCLL (roof) 20 0 Plate Grip DOL 1.25 TC 0.51 Vert{LL) -0.19 TCDL 16.0 LumberOOL 1.25 BC 0.88 Vert(CT) -0.71 BCLL o.o• Rep Stress Iner NO WB 0.29 Horz{CT) 0.12 BCDL 10.0 Code IBC2021/TPI2014 Matrix-MP LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1&Btr G 2X6 OF No.1 G 'Except" 6-5:2X6 OF No.2 G 2X4 DF Std G Structural wood sheathing directly applied or 4-6-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) Max Horiz Max Uplift Max Grav 1 =0-3-8, 5=0-3-8 1=29 (LC 7) 1 =-280 (LC 3). 5=280 (LC 4) 1 =2221 (LC 1 ), 5=2221 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=80981975, 2-3=7822/963, 3-4=-7790/987, 4-5=-7939/988 1-7=920/7804, S-7=-1197/9158 2-7~13011420, 4-6~15111431 , ~~16541348, 3-7=-1602/378 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows, Top chords connect.ed as follows: 2X4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (Fl or back (Bl face in the LOAD CASE($) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (BJ, unless otherwise indicated. 3) Unbalanced roof live loads have been considered lor this design. 4) V\Jind: ASCE 7-16; Vutt=110mph (3-second gust) Vasd=87mph; TCOL=6.0psl; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exteriN zone; cantilever left and right exposed : end vertical le11 and right exposed: Lumber D0La1 .60 plate grip D0La1 .60 5) Provide adequate drainage to prevent water ponding. 6) • This truss has been designed for a live load or 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will flt between the bottom chord and any other members. 7) A plate rating reduction or 20% has been applied for the green lumber members. 8) Bearings are assumed to be: Joint 1 OF No.1 crushing capacity of 625 psi. Joint 5 OF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss to bearing pla1e capable of wi1hstandlng 2B0 lb uplill at Joint 1 and 280 lb uplift at Joint 5. 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) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 13-1-12 to connect truss(es) to front race of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 710 lb down and 118 lb up at 7-11-13, 103 lb down and 72 lb up at 10-0-12, and 103 lb down and 72 lb up at 11-1-12, and 710 lb down and 118 lb up at 13-2-11 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 (lb/ft) Vert.: 1-2~12, 2-4=-72, 4-5~72. 1-5~20 A W~RNINQ ~ Verify d'•sign pannn11t:.-r1 and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 ntY. 112/2023 BEFORE USE. Design velld for use only wHh MlTall® connoclor,. 1lli$ design Is based only upon parameters 1hown, end 1, fer an JndMdual buffdlng component. net 13--9 21-2-8 0--1 7-10-15 4x10• LUS24 21-2-8 7-5-0 (loc) Vden Ud PLATES GRIP 6-7 >999 240 MT20 220/195 6-7 >354 180 5 n/a nla Weight: 178 lb FT= 20% Concentrated Loads (lb) Vert: 14=682, 16=103 (F), 17=103 (F), 19=662, 22=-232 {F), 23~241 (F), 24=-241 {F), 25=-232 (F) November 29,2023 & truso ayotem. Before use. the bulldil\g des,gnor muSl vorll'y the eppicabllity of design parameters end property lnco,porate !his design Into the overall building design Bracing indk:ated Is 10 p<event buckling or lndMdual truss web and/or chord members onty Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gukiance regarding the fabrication, storage, delivery, erection and bracing al trua,ea and truss sy&1em1, see ANSIITP'1 Qualtty Cr1ttrt• and DSB-22 availebJe trom Truss Plate lnsUtule (www.tplnat.org) end SCSI Building Component safety lnfonnatJon available from the Structural Bulk:llng Component Association (www.m::scomponents.com) -400 Sunrlte Ave,, Sufte 270 Roseville, CA 95661 916. 755.3571 / MITek-US.com Job 230410-A Truss A02 Truss Type California Qty 2 Ply Parizeau ADU R79598941 Job Reference o tional Stone Truss, tnc., Oceanside, CA • 92054, Run 8.63 E Nov 1 2023 Pnnt 8 630 E Nov 1 2023 MiTek Industries, Inc Wad Nov 29 15·31:43 IO·IN$Jbb99wpRArf5J_sz9PUy!;fua-lR_59VaXFE00SdgncP8n4X6XOKtRQi3gtl..Uy7fyEFcU Page 1 4-11-5 9-10-15 4-11-5 4-11-10 0--1 0--1 1-2-8 ... :a: 0 3x8• Sx6• 4x6• 9.3.4 12-1-0 9-3-4 2-9-12 Scale ~ 1 AO. 1 Plate Oifsets (X, Y): [1 :0-3-4,Edge], (4:0-4-0,0-1 -12), [6:0-3-0,Edge], [7:0-2-12,0-3-0) Loading (psi) Spacing 2-0-0 CSI DEFL In TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.14 TCOL 16.0 LumberDOL 1.25 BC 0.58 Vert(CT) -0.67 BCLL o.o· Rep Stress Iner YES v\'8 0.30 Horz(CTJ 0.12 BCDL 10.0 Code IBC2021 fTP12014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No. 1 &Bir G 2X4 OF No.1 &Btr G 2X4 OF Std G Struc1ural wood shea1hing direc11y applied. Rigid celling directly applied. (lb/size) 1=1048/0-3-8, 6=1048/0-3-8 Max Horlz 1=37 (LC 49) Max Uplift 1=139 (LC 7), 6=140 (LC 8) (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1-15=1265/222, 1-15=1249/223, 1-16=-3338/682, 2-16=-3311/692, 2-17=-2651/491, 17-18=-2644/498, 3-18=-2611/505, 3-19=-25291510, 19-20=-2535/510, 20-21=-2535/509, 4-21 =-25431510, 4-22=-2721 /551 , 22-23=-27231544, 5-23=27591540, 5-24=·3311/694, 6-24=-33381684, 6-25=• 1252/221 , 6-25=-1267/219 1-8=•64413228, 7-8=468/2629, 6-7 =-638/3231 2-8=-829/253, 3-8=311419, 4-8=-252/120, 4-7=-241260, 5-7=-749/231 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuH=110mph (3-second gust) Vasd=87mph: TCDL=6.0psr; BCOL=6,0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1 ) 3-0-0 to 9-3-4, Exterior(2E) 9-3-4 to 11-9-8, Exterior(2RJ 11-9-8 to 16-0-7, Interior (1) 16-0-7 to 21-2-8 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will frt 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 or withstanding 139 lb uplift at Joint 1 and 140 lb uplift at joint 6. 7) This truss has been designed for a moving concentra1ed load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) This 1russ design requires that a minimum of 7/16" struc1ural wood shea1hing be applied dlrec11y to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord, 9) Hanger(s) or other connec11on devlce(s) shall be provided sufficient to support concen1rated load(s) 86 lb down and 91 lb up at 9-11-13, and 89 lb down and 91 lb up at 11 -2-11 on top chord. The design/selec11on or such connection device(s) Is 1he responsibiltty of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Un~onn Loads (lbln) Vert: 1-3~72, 3-4~72, 4-6~72, 9-12~20 Concentrated Loads (lb) Vert: 19=-72, 21=72 £WARNING· Verity doslgn poroonotorw and READ NOTES ON THS ANO INCLUDED MITTK REFERENCE PAGe Mll-7'73 ,-,, 1/2/2023 BEFORE USE, Design vaUd for use on"-' with MIT eke connect.ors. This delign s based only upon parameters shown, and is fOf an individual bLlildlng component, no« a truss system. Before use. the bU,lding designer musl verify the appHcability of design p,1rameters and property lntorpora1e lhll design Into the overall building design. Bracing Indicated I• to prevent buckling of individual truss web ancl/or chord members only. Addttlonal temporary and pennanent bracing 16-3-3 4-11-10 (IOC) I/dell Ud 7 >999 240 7-14 >382 180 6 nla n/a ~;~,~~.~=~~~~ e~::=:a~~posr ~:~~~~:r:;;:!~~Z,:"~~r1 d~:':1f; trf:e~~n.:~ t~~~~e ~9v~~i':~ ~ Truss Plate lnstNu1e (www tplnst org) and BCSI Bulldlng Component Safety lnlonnatlon availal>!e lrom tile S111,ctural Buildlng Component Association (www.lllx:scomponent•.com) 21-2-8 4-11-5 21-2-8 9-1-8 PLATES GRIP MT20 220/195 Weight: 82 lb FT= 20% November 29,2023 400 Sunrtae AW., Suh& 270 Roseville, CA 95661 916 755 3571 / Milek-US CDm 4x6• Job 230410-A Truss A03 Truss Type Common Qty 2 Ply Parizeau ADU R79598942 Job Reference o tional Stone Truss, Inc., Oceanside, CA -92054, Run: 6.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek lncustries, Inc. Tue Nov 28 11:46:18 ID:29kuuMbBU5zXKahke91 hAzzJwSq-RfC?PsB70Hq3NSgPqnl8w3ulTXbGKWrC Dol7 J4zJC?I Page: 1 ... ;µ 0 3x6= Scale= 1:37.7 5-5-2 5-5-2 7-1-13 7-1 -13 12 3, 10-7-4 15-9-6 5-2-2 5-2-2 3 3x4= 14-0-11 6-10-13 Plate Offsets (X, Y): [1 :0-2-0,Edge], [5:0-2-0,Edge], [6:0-3-0,0-3-0] Loading (psi) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.12 TCDL 16.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.54 BCLL a.a• Rep Stress Iner YES WB 0.31 Horz(CT) 0.10 BCDL 10.0 Code IBC2021/TP12014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Bir G 2X4 DF No.1&Btr G 2X4 DF Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 1 =0-3-6, 5=0-3-8 Max Horiz 1 =43 (LC 15) Max Uplift 1=-104 (LC 7), 5=104 (LC 8) Max Grav 1=976 (LC 1), 5=976 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=-30531496, 2-3=26621397, 3-4=-26191426, 4-5=-30201522 1-7=-455/2944, 5-7=-47312915 3-6=-661708, 4-6=-5481177, 3-7=-291763, 2-7=-5331186 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=B7mph: TCOL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C: Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 10-7-4, Exterior(2R) 10-7-4 to 13-7-4, Interior (1) 13-7-4 to 21-2-8 zone: cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members, 5) All bearings are assumed to be DF No.1&Btr crushing capactty of 625 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 1 and 104 lb uplift at joint 5. 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, 6) This truss design requ ires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum Sheetrock be applied directly to the bottom chord. LOAD CASE($) Standard ,A WARNING -Verily design parameters and READ NOTES ON nus AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1I212023 BEFORE USE. Design valid ror use only with MiTek® connectors, This design is based onty upon parameters shown, and Is for an Individual buildlng component, not a truss system. Before use, the building designer must verify the app1icabflity or design parameters and property Incorporate this design Into the overall buikting des~n. Bracing indicated Is to prevent buckling or individual truss web and/or chord members only. Addltlonal temporary and permanent bracing is always required for stability and ta prevent eoUapse with possible personal Injury and proper1y damage. For general guidance regarding the Sx6a (IOC) 1/defl Ud 6-7 >999 240 6-7 >471 180 5 n/a n/a fabr1catlon, storage, delfvery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria and OSB-22 ava~able from Truss Plate Institute (www.tplnst.org) and BCSI Building Component safety Information available from the Structural Building Component Association (www.sbcscomponents.com) 21-2-6 5-5-2 21-2-8 7-1-13 PLATES GRIP MT20 220/195 Weight: 76 lb FT=20% November 29,2023 ~ sunrise Ave., Suite 270 Roseville. CA 95661 916.755.3571 1 MfTek-US.com Job I Truss I Truss Type Qty Ply Parizeau ADU R79598943 230410-A A04 California Girder 1 2 Job Reference (optional\ Stone Truss, fnc., Oceanside, CA • 92054, Run· 8 63 E Nov 1 .023 Pnnt· 8 630 E Nov 1 2023 M1Tek lndustnes, Inc. Wed Nov 29 15:32.03 IO·?N183UTTppJUza4)WKRFTyyEfuA-IHCIMLp3XNv0e1CdncYUulxwCOdh6m4cFSK?rUyEFcA Page 1 5.9.7 5.9.7 12 J r iI 5x811 5-1-12 5-1 -1 2 Scale = 1 :39 5 Plate Offsets (X. Y): [1 :0-5-12,0-0-3]. 16:0-3-4,0-0-12] Loading (psi) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 16.0 Lumber DOL 1.25 BCLL o.o· Rep Stress Iner NO 5-10-8 8-4-14 11-1-0 11--1 0--1 4x8 ~ LUS24 CSI TC BC WB 2-6-6 2-8-2 0-1-1 Special Special 3x4• LUS24 LUS24 11-'9-12 6-8-0 0.46 0.93 0.23 LUS24 DEFL Vert(LL) Vert(CT) Horz(CT) 4x8 :s in -0.15 -0.56 0.08 BCDL 10.0 Cade IBC2021/TPl2014 Matrix-MP LUMBER TOP CHORD BOT CHORD 'M=BS SLIDER BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD 'M=BS NOTES 2X4 OF No.1 &Btr G 2X6 OF No.2 G 2X4 OF StdG Left 2x4 OF Std G-2-6-0 Structural wood sheathing directly applied or 4-1 1 -9 oc purllns. Rigid celling directly applied or 10-0-0 oc bracing. (lb/size) 1=206710-3-8, 6=1911/0-3-8 Max Horlz 1 =-39 (LC 48) Max Uplift 1 =·265 (LC 3), 6=-249 (LC 4) (lb) -Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. 5-15=-68341862, 6-15=-6888/856, 6-16=-4529/531, 6-16=-45511530, 3-17=-5230/669, 17-18=-52441670, 18-19=-52461670, 4-19=-5254/671, 4-20=-6647/853, 20-21=-6640/852, 21-22=-66371853, 5-22=-6615/851, 1-23=-2588/281, 1·23=·2581 /282, 1-2=-2515/285, 2-24=-5458/676. 3-24=-5445/683 1-8=-628/5238, 8-25=-958/7117, 25-26=-958/7117, 26-27=-958/7117. 27-28=-958/7117. 7-28~958/7117, 6-7=-78716630 5-7=-95/1092, 3-8=-111/1151, 4-8-2162/428, 4-7=-665/256 1) 2-ply truss to be connected together with 10d (0131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 .60 5) Provide adequate drainage to prevent water ponding. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) or truss to bearing plate capable or withstanding 249 lb uplift at joint 6 and 265 lb uplift at joint 1 . 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 toads. 10) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2·10d Truss. Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 5-11-4 from the left end to 11 -0-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 lb down and 108 lb up at 5-10-5, 103 lb down and 72 lb up at 7-11-4, and 103 lb down and 72 lb up at 9-0-4, and 710 lb down and 118 lb up at 11-1-3 on top chord. The design/selection of such connection devlce(s) Is the responslblllty of others. LOAD CASE(S) Standard .A, WARNING • Verify dHlgn parame.t•"' and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 ,.., 1/2/2023 BEFORE USE. Design valid for use only wtth MrTekecoonectora. Thi• design io based only upon j)8(tmotera shown, and Is fo, an Individual buiding component, not a truss sy,tem. Befo,e use. the buildln<,j de•lg-mull ••~fy the oppilcaDW!ly of design paromet9r$ end property Incorporate this design Into the owrau building design. Bracing Indicated Is lo prevent Ducl<llng orlndMdual tniss web ond/or chonl members only. AddHlonol 1emporary and permanent btaeing le •tw•y• ~ulred lor ttabnity ■nd to prevent coH■pH with poHlbl• pttrlONI lr,Jury ■nd prop•rty d•~ge. For general guidance regarding the 1) 19-1-0 7-10-15 19-1-0 7.3.4 (loc) 1/defl Ud PLATES GRIP 7-8 >999 240 MT20 220/195 7-8 >404 180 6 n/a n/a Weight: 170 lb FT= 20% Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 5-6=-72, 3-5=-72, 1-3=-72, 6-11 =-20 Concentrated Loads {lb) Vert: 17=-401 , 19=-103 (B). 20=·103 (B). 22=-682, 25~232 (B), 26~241 (B). 27=-241 (B). 28=-23.2 (B) November 29,2023 fabrication, atorage, delive,y, eredk>n and bracing al truases and truss systems, &ee ANSIITPl1 Qu■llty Critarta and DSB-2.2 available rmm Truss Plate lnsti1ute (www.tpinstOfg) and BCSt S..llding Componen1 s.oro,y tnforma11on aveiable from the Structural Bulld'n!I Component Associailon (www.sbcs<ampanents.com) ◄00 5unrlao Avo.1 Suite 270 ll0$evllle, CA 95661 918 755 3571 / MiTek-US.com .. DETAIL FOR COMMON AND END JACKS MII/COR -8 -20psf 7/9/2015 PAGE1 • MAX LOADING (psi) SPACl~G 2-0-0 BRACING Mffek lndl.lstrles,. Inc. --® TCLL 20.0 Pla1; ncrease 1.25 TCOL 16,0 . ~um er Increase q5 TOPCHORP Sheathed . Corooaca. ig~~ 0.0 ep . treB& Iner YES BOT CHORD Rigid oeiltng directly applied. 100 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 x 4 DF-L No. t&BTR LENGTH OF EXTENSION BOT CHORD 2x4 OF-L No.1&8TR AS OESIGN REO'P 20'-0" -2-0.0 NOTE: TOP CHORD PITCH: 3/12~8/12 BOTTOM CHORD PITCH: 0/12~4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. M-3x3 4-0-0 2-0-0 SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131"X3.0'' MIN) NAILS~ 3" 0.C. 2 ROWS / CONN. W/2 16d COMMON WIRE (0. 1~ X 3.5" LGT) TOE NAILS 8-0-0 a-o-o -I ~l('l'. 2-0-0 ~·· ! l:.'<T. . ..•• •·· .: -------i EXT. 2-0-0 2-0-0 · •• •· ..••• ,. ~~; :.::•( : :J ·~::.Lco""°""'"'"'"""x,~,on"""""' ,.....~.:: •• .,,,,,,,,.,.,~;,"'~ ,..,.., .. ✓" ~,.,, ~✓"---------------------~-~:111 -~~ ,,,/~,,..-<'. ,.-,/ BOTTOM CHORD LENGTH MAY BE 2'·0" v M-3X3 OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(O. 182"011\. XU") LOT TOE NAILS OR see DETAIL MII/SAC-7 FOR 8-0-0 PRESSUREBLOCKING INFO. JII~::==~ ...... i...----....i-----------==-------~----2-0-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. A WA.l!lflM:I • .Vtt!/11 a .. io,, _,..,w,r• ..,.,1 MAD HfYl'F..B' ON '!'Kt$ ,iNp 1KCL11Dtw .lft1'itlt MnUNC//t l'A@JIJJ.747:t i,ipronr; 118& Design VQlk:/ fO( UHi only \Y!Jh Mt1e~ c:onnectOR. !~lo d<M!gn Is based Oil!\' upon pc,on,eterJ sllown, aru, b f« <1n 11\di.-ldUOI building c""1j')(IMfll. llppik:oblllfy ol<Hltlgn poromeol«. cod pro~ i~tlon of <:ampo,MMt lo re,pon~~ly Qf t:NldlnQ IM~~er • ®I lrw dotSlgner. llcoc;lr,g lhown h fol lalerol wP110'1 of lndivld~ol Web membcm only. Adcfltloool liompgmry bfac;lilg to lniure •tabllityclurfng c0n1lrvclloo It lhe retpoc,llbltWly of lhe M!ICIO<, Adciitlo<lal permonenl br'oelog of lhe oven:,11 sl!VOIIKe 11 rhe 1,npono,t,;ij1y ol Jhe b'-!lldfng dellgo..-, ~or g$ne,,:,t guidance NIQ(lldft\g fal:xtcollon. quality control. •'OO'<lll•· dellvtlfY. erection ond btoclng, co,'IWll AN$11'f'II Quality CrlllNkl, osa-at and llCSII &uldlnQ Component Sot.ty '"'°"""'°" ovailab{e frOITI fnm Plole lmillule, 583 O'Onofrlo Otlve, Modiwn. WI 53119, 2IIOKk1JCNdil Corona.Ca.G217ll M1\X 30/2022 CORNER RAFTER 8'-0" SETBACK I MIi/SAC -9 -8S8 20-14-21 7/17/2014 PAGE 1 l -- - @ MINIMUM GRADE OF LUMBER TOP CHORD:2X4 N0.1 & BTR DF-L-GR LOADING (PSF) L D ·r' 3-0-0 BOT CHORD:2X4 N0.1 & BTR DF-L-GR STA. INC.: LUMB -1.25 PLATE . 1.25 REPETITIVE STRESSES NOT USED TOP 20 14 SPACING : 24.0 IN. O.C. NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 8'-0" SETBACK 12 2.sJ ,-s.66 L. ~- J -~ EXTENSION I SUPPORTS SHALL BE PROVIDED • ALONG EXTENSION @ s·-a· O.C. M I ' 203 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22• 2x4 OF No.2 or btr. scab to one face with.131 x3 min. nails @ 3" o.c. 2 rows i -----:. MITek Industries, Inc. Western Oivl!1lon 3x6 (TYP.) UNIFORMLY I 3xlO ;:~---···.:..:~~-,...,.. DISTRIBUTED , I .A · j ,.,..,-SUPPORT ~~~:::. +:.::.---~· _.,. • • ---• .;.~--. ► ..... --:~.:::; ~--::-~:..---! \ 112" GAP MAXIMUM BETWEEN .-·• •••. Bl···· -~._.. ,· SUPPORT AND END OF RAFTER ······---,<\··· __ -::---,.~--;~; :.\_~·__..;::'.'.--,. ~ . _. ··'t..::: .............. SUPPORT R .. 768 + EXT. LENGTH OF HEEL PLATE f-P (MIN. 4") 11 -3-12 £ IVARNfM1. l'or(/114.-,ll!pa.t,I.INI""' ao.d IIMD Mmr!JON '77119 A.NDIHCUmlU>Jll:l'Elr /UnatlfHCSPAG£.mJ.,.4r.J.lll!nllm DH& Des1t-JT'l Yalld foi use only wllh Milek cotmeetoo. Th~ design Is tXJJed only upcn poromateu shown. ond Is for an lndlvlduot buld~,g componenf. "Ppilcobll[ly ol d1.,\gn paomenlMs and ptoper lncorpo,011-0n ol compoMnl K re<pomlblllly of bvRdlr,o doslgner -not lru11 daslgnet. Brocng mown ~ lo/ lotoml 'LJt?P<ll1 ol lndlvlduol web membeN or\ly, Mdlltono! lomp(lrary btoclng to hsure stoblllty dv/ing consl!ucflon b loo rosponsiblllly ol lhe ere,;:ta. Mdilionol permonenl brl:!Clng ol lhe Ov'31aQ slNc:lure Is lhe re,PQO>lbll[ly of the txJld(ng dmign<x. ~or gene,ol guidoncq regarding labrleotlon, QIJ<llilY conlrol, ;to;age, dollvory, ornettor, and broclng, consult "NSl,ITPll Quality Criteria. DSl•lt and ICS11 lvldln11 Componenl Sat.tr lnlo<malton ovoloble trorn lnJ,s Plate lnstlrute, 58;1 D'OM1!1o 1:>riva. MadlSM, WI ~3719. 30/2022 7777 ~-~ 111· sune 109 CJIIUD Heights, CA, 11561 MiTak• SUPPORT OF B.C. OF STANDARD OPEN END JACK USING PRESSURE BLOCKS --® Loading (PSF): Ill BCDL 10.0 PSF MAX / 2x4 block between jacks, nailed to carrier be w/6 W/(.131 "X3.0" MIN) nails s aced at 3" o.c. / I"" / "" / I"" I"" MII/COR -PB jack truss (typ) / ""' CALHIP- GIRDER i----. ~ / / / PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER ""' "" I"- 1K BC of carrier truss 2-{.131 "X3.0" MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(.131 "X3.0" MIN) NAILS @ 3" o.c. CONNECTION VALUE: 192 pounds per jack at 1. 15 DOL up or down. 210 pounds per jack at 1.25 DOL up or down. 268 pounds per jack at 1.60 DOL up or down. A iVARNIN(;, ~ Ve·rtfy dr.a .. 911 pa.n:rme(e,-s an.'1 RE.AO No-res OPI THJS AND JJICLUbeD MITttX .RlfrE.k.8NCR. 1-'AGE MJl."1473 BBFOR.E USB. -+ 24"TYP -t 4/19/2016 PAGE 1 MiTek Industries, Inc. Western Division Corona, Ca. 250 Klug Circle Corona. Ca. 92880 30/2022 ■1· MiTak• MAY 7, 2019 I LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP R MiTek USA. Inc. V j ' I / II 1/ MiTek USA, Inc. ENlltNEEREO BY NOTES: 1. TOE-NAILS SHALL BE DRI VEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. ea' 1 ' _1 -1 \j 11 , 11 1 I ~ ' l A MiTak Affiliate THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NOS 2018 (lb/nail) J l DIAM. SP D~ HF SPF l SPF-S j ~ 131 88.0 80.6 69.9 68.4 59.7 o I .135 93.5 85.6 74.2 72.6 63.4 ~ .162 108.8 99 6 86.4 84.5 73~8 r; t=.1281;4.2 = 67.9 58.9 l57.6 1 50.3 9 .131 75.9 69.5 60.3 590 51 .1 1 1,-, ,,-148 81.-4 -74.5 , 64.6 63.2 52.5 ~ --~ ~=_J VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity :--....---------- "'- VARY FROM 30°TO 60 ° ANGLEMA1 ·· VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3NAILS ~ NE AR SIDE ~ NEARSIDE ~ NEARSIDE I l __ 45.oo· -,. SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE I p;: SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE 30/2022 Page 1 of 1 45.00° MAY 7, 2019 I LATERAL TOE-N AIL DETAIL IM11 -TOENAIL • 7 r= JL...J 1.R 1 MiTek USA, Inc. ll V illllJI ___J ______. --' L__Jl NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. l[ II 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MITek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. I ~5 Ngtn1( ~ J l]] A LIToli Altlll>ta [TOE-NAIL SINGLE SHEAR VALUES PER NOS 2018 (lb/nail) I DIAM. ~ DF ~ I HF r SPF SPF·S ~ ~ j a~ I so.~ 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 ~ .162 ~ .J. 108.3 I 93.9 91.9 B0.2 (") (!) z 0 ...J Lt) <'! (") (!) z g 0 (') .131 .148 .120 .128 .131 .148 ::7 1 106.6 ~~ 73.9J 84.1 88.1 106.6 76.9n 6~ 65._3 _l B0.6 69.9 68.4 97.6 84.7 B2.8 I T 58.J 5~ 67.6 76.9 66.7 65.3 80.6 69.9 68.4 97.6 84.7 82.8 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: 57.0 l 59.7 72.3 50.1 57.0 59.7 72.3 (3) •· 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1. 15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT 45.00° / VIEWS SHOWN ARE FOR j ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE l SQUARE CUT SIDE VIEW (2x4) 3 NAILS NEAR SIDE FAR SIDE NEAR SIDE ,/ 30/2022 SIDE VIEW (2x6) 4 NAILS NEAR SIDE FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (2x3) 2NAILS NEAR SIDE FAR SIDE Page 1 of 1 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'1,ii' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number/letter where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1: National Design Specification for Metal DSB-22: SCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Numbering System 0 a:: m 0 0 I (.) a. 0 I- 8 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 Joint ID typ. BOTTOM CHORDS 7 6 5 0 a:: 0 I (.) a. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY ENO JOINT NUMBERS/LETTERS. Product Code· Approvals ICC-ES Reports: ESR-1988, ESR-2362, ESR-2685. ESR-3282 ESR-4722, ESL-1388 Design General Notes Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2023 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 1/2/2023 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cul members lo 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 ta or better than that specified. 13. Top chords must be sheathed or pur1ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 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 ortreated 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. 21. The design does not take into account any dynamic or other loads other than those expressly stated. .......,.._ ·-·-- STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP (ub R .. 2.D 73 -2.S-S'B STORM WATER POLLUTION PREVENTION NOTES BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE BMPs Control BMPs Management BMPs Pollution Control BMPs AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION c:: OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN c:: C: 0 ..... ..... 0 0 ~ C: c:: ""O ~ ~ C'I c:, cu ""O cu ""O IS EMINENT. Cf) C: (.) (.) c:: c:: C'I E c:: E C: ..... c:, _. ::, ::, 0 '6 ·;:: C. c:, c:, 0 E Q) ... ... ~ ... ':, >, Q) cu ~ ""O Cf) C'I ... ..... ..... C: c:,, ...... 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION c:: Q) ... c:: Q) c Cf) Cf) Cf) c:, ·;:: ' CT ... c:, C: Cf) cu C'I C. cu ·;:: > ... -~ 0 ...... Best Management Practice* ~ cc:; c:, 'a. C: Cf) c:: ... (.!) w C: c:, Cf) CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION .!:: Cf) m ... 0 cu 0 Q) Q) c:, ~ ..... 3:...., c:, ..... Cf)~ ~ cu c:, c:: ...... cu .c u ... u Cf) ""O w ~ c:: cu c:: C: 3: c:: Cf) <1> en C: E c:,, cu O'> m ·a c: ""O Cf) c:, Cf) (BMP) Description ➔ (.) -~ Q) .!!2. c:,, c:: 3: C: 0 :::, ~ ..... cu (/) cu cu OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING cu :::, ~ cu (.) ..... c:, c:, ~ C: ... 0 al~ ""O >, 0 Cf) C: c:: c:, ~ E :, E cu E ~ c:: 0 0 m en·-O'> 0,-0 Q) c:, 0 O'> Q) cu ~ Cl O'> 0 c:: E ..... ~ c:, cu 0 cu 0 '6.. .__ 3: cu 0 Q) ..... cu RAINFALL. X cu a::: c:, N C/l (.) en~ Q) c:: c:, cu ...... :::::, E~ :.=: Cf) :.=: ~ J5 ·-O'> ·;:: a.. e O'> ~ O'> ~ C'I cu LL. E ~ ~ .0 ._,-C: c:, u·c ... 0 ~ ""O .c C: cu (.) ... Q) :::::, ""O :.a ~ ·-""O Q) ..... ""O c:, c:, c:, (.) c:, ..., -+-'•-a. '6 ......... .0 c:, ..... (.) ·-... 0 ·-c:, Q) ... cu (.) ...... 0 0 cu Q) (.) > Q) ..... ;;; c:: ·-C: N C: c:: C: 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION ... c:, 0 ...... Q) c:, c:: 00 0 C'I .E 0 c:, c:, ..... .c cu ...... 0 0 cu 0 c:, ... cu .c .0 ... .b c:, c:, ....., ... (/).!; 3:0:: c:, !'.l-0 ~<3 c:, ..... c:, ..... a. 0 0 c:, c:, c:, 0 c:, (.!) 3: WO u'i en en 0 Li: (.!) <n> (11 (11 ci. (11 a::: ci.o a.. ~cn ~ en enu en~ :c~ u~ CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR CASQA Designation ➔ r--00 O> ,-I"") "¢ L[') r--tO 0 N I"") r--co ,-N I"") "¢ L[') (0 tO .... ,-(0 ,-,-,- I I I I I I I I I I I I I I I I I I I I I I I I I UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. u u u 0 w w w w w w w w ~ ~ en en en en ~ i ~ ~ ~ ~ ~ Construction Activity w w w w en en en (11 (11 (11 en en z z z z 3: 3: 3: 3: 3: 3: 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE ,Grading/Soil Disturbance ' AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) V v-Trenchina/Excavation I~ DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT Stockoilina ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER Drillina/Borina EACH RAINFALL. Concrete/Asphalt Sawcutting 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM Concrete Flatwork Pavinq AGGREGATE. Conduit/Pipe Installation 6. ADE QUA TE EROSION AND SEDIMENT CONTROL AND PERIMETER Stucco/Mortar Work PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST Waste Disoosal BE INSTALLED AND MAINTAINED. Staging/Lay Down Area Eauioment Maintenance and Fuelina 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER Hazardous Substance Use/Storaoe THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED Dewaterinq TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY Site Access Across Dirt REGULATIONS. Other (list): Instructions: 1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresfionding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check he box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: , - I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION PROJECT INFORMATION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO Site Address: -ZAto', ~~ ]~11.l HY7 AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, Assessor's Parcel Number: COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES Emergency Contact: UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED Name: taavt ta t j t,et?t.f,._,. BY THE CITY OF CARLSBAD. 24 Hour Phone: 1r,o Jlf Y ~L 3 \C ~GlA~ OWNER(SOWNER'S iNAME(PRINT) d::;,/20-z-+ Construction Threat to Storm Water Quality K_C,LV'{\A. 0CL,r{ l ·-z.,--e CA \J (Check Box) OWNERtS) OWNERS AGEIH NAME tSIGNATURE) 0 MEDIUM 0 LOW E-29 Page 1 of 1 REV 11/17