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HomeMy WebLinkAbout2452 UNICORNIO ST; ; PC2022-0050; PermitBuilding Permit Finaled Print Date: 07/17/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2452 UNICORNIO ST, BLDG-Plan Check 2152600800 $0.00 Plan Check Permit CARLSBAD, CA 92009-5320 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Pla n Check#: Plan Check#: Residential Permit No: Status: {cityof Carlsbad PC2022-0050 Closed -Finaled Applied: 10/24/2022 Iss ued: 04/05/2023 Finaled Close Out: 07/17/2024 Final Inspection: INSPECTOR: Description: (NEW ADDRESS ASSIGNED) 2452 UNICORN 10: NEW (766 SF) ADDITION AND (2000 SF) REMODEL, FOR NEW (854 SF) ADU, KITCHEN RELOCATION AND BATHROOM RECONFIGURE Applicant: PERMITS IN MOTION TERRY MONTELLO 415 60TH ST SAN DEIGO, CA 92115 (619) 994-5557 FEE BUILDING PLAN CHECK Property Owner: DEAN CASE 2450 UNICORNIO ST CARLSBAD, CA 92009-5320 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -M INOR PROJECTS (PLN) Total Fees: $1,441.85 Total Payments To Date: Building Division $1,441.85 Contractor: MARROKAL DESIGN AND REMODELING LLC 9842 RIVER ST LAKESIDE, CA 92040-3114 (619) 441-9300 Balance Due: AMOUNT $1,149.85 $194.00 $98.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APP LI CATION 8-1 Plan Check "PC...t..o 2-'l. ,_ OO ~ Est. Value ~ \ S"'S-, lo 1 • • ~ PC Deposit Jr I t I 'j(!)l ''f S'° Date l O -~ t.-f ..-.,z_az'Z.- Job Address 2450 UNICORNIO ST Suite: ____ APN: __________ _ CT/Project#: __________________ Lot#: ___ _ Fire Sprinklers: 0 YES 0 NO Air Conditioning: 0 YES O NO Electrical Panel Upgrade: 0 YES O NO BRIEF DESCRIPTION OF WORK :" 766sf proposed addition and 2000sf of interior remodel and conversion to ADU. 0 Addition/New: _7_6_6 ____ Living SF, ___ Deck SF, ___ Patio SF, ___ Garage SF :2. ~D--AiEEE~iQl. Dwelling Unit? 0 Y ON New Fireplace? 0 YON , if yes how many? __ 1_ 0Rem ffected area Is the area a conversion or change of use? 0 Y ON Additional Gas or Electrical Features? ____________ _ o solar: ___ KW, __ Modules, Mounted:0Roof0Ground , Tilt:O YON, RMA:O YON, Battery:OY ON, Panel Upgrade: OY ON D Reroof: ___________________________________ _ D Plumbing/Mechanical/Electrical Only: --------------------------□ Other: _________________________________ _ APPLICANT (PRIMARY CONTACT) Name: TERRY MONTELLO Address: 4715 60TH STREET City: SAN DIEGO State: CA Zip: 92115 Phone: 619-994-5557 Email: PERMITS@PERMITSINMOTION.COM DESIGN PROFESSIONAL Name: _________________ _ Address: ________________ _ City: ________ State: ___ .Zip: ___ _ Phone: ________________ _ Email: _________________ _ Architect State License: ___________ _ PROPERTY OWNER Name: DEAN CASE Address: 2450 UNICORNIO ST City: CARLSBAD State:_C_A ___ Zip: 92009 Phone: ___________________ _ Email: ___________________ _ CONTRACTOR BUSINESS Name: MARRROKAL DESIGN & REMODELING Address: 9842 RIVER ST City: LAKESIDE State:_C_A __ .Zip: 92040 Phone: 619-441-9300 Email: SKIPR@MARROKAL.COM State License: 1010116 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 ($5DO}). 1635 Faraday A·ve Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 8-1 Page 1 of 2 Rev. 06/18 -f ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury Q£J..g_ of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _____________________ _ Policy No. _______________ Expiration Date: __________ _ Q Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: DATE: 1012s122 ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason : 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). DI am exempt under Section ________ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. QYES ONO 2. I (have/ have not} signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address / phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): OWNER SIGNATURE: □ AGENT DATE: ______ _ --------------------------- CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is Issued (Sec. 3097 (I) Civil Code). Lender's Name: ____________________ _ Lender's Address: ____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of t he Presley-Tanner Hazardous Substance Account Act? I Yes/ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Yes/ No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the Information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a peric~ days. CBC section 105.5. A A ----.. _ _J.,, ,l"J / / -. APPLICANTSIGNATURE:f ~t'l/ I"(~ DATE:1_01_2s_1_22 ______ _ 1635 Faraday Ave Carlsbad, CA 92008 B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 06/18 f ... February 21, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential Addition, Remodel, and ADU Conversion Address: 2450 Unicornio St Applicant Name: Permits in Motion (Terry) Applicant Email: pennits@permitsinmotion.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: N/ A Type of Construction: V-B Sprinklers: No Stories: l Area of Work (sq. ft.): 766 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confinned Scope of Work: Confinned Floor Area: Confirmed Attn: Building & Safety Department, 1rue Nortl1 COMPLIANC S RVIC S City of Carlsbad -FINAL REVIEW City Penn it No: PC2022-0050 True North No.: 22-018-375 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalfofthe City of Carlsbad: 1. 2. 3. 4. 5. Drawings: One (I) copy dated February l3, 2023, by Marrokal. Structural Calculations: One(]) copy dated October 4, 2022, by Solid Forms Engineering. Approved Trusses: One (1) copy dated December' 19, 2022, by MiTek. Geotechnical Report: One (1) copy dated January 31, 2023, by Allied Earth Technology. Geotechnical Letter: One (1) copy dated February 10, 2023, by Allied Earth Technology. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 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. True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562. 733.8030 / LLIED E RTH TECf-L -oLor;, 0 \ E C LIF F R( JRE-R f H \ . fJ £ February I 0, 2023 Marrokal Design & Remodeling LLC 9642 River Street Lakeside CA 92040 Subject; Gentlemen: Project No. 23-112706 Review of Foundation Plans Proposed Additions to Existing Residence 2450 Unicomio Street Carlsbad, California ED L3 .. ,LS BAD Dl \S\O In accordance with your request, we have reviewed the foundation plans for the proposed additions to the existing residence to be constructed on subject property, located at 2450 Unicornio Street, in the City of Carlsbad, State of California. The foundation plans reviewed were prepared by Solidforms Engineering, and were dated February 9, 2023 Based on the review of these foundation plans, it is our conclusion that the recommendations as presented in the Project Geotechnical Investigation Report for subject property, prepared by our firm, have been r ·nn,e•rl" • rporat • to the plans. PC2022-0050 1-- 2450 UNICORNIO ST 2450 UNICORNIO: NEW (766 SF) AD DITION AND (2000 SF) REMODEL. FOR NEW (854 SF) ADU , KITCHEN RELOCATION AND BATHROOM RECONFIGURE 2156102800 2/14/2023 PC2022-0050 solidforms . . eng1neer1ng 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com STRUCTURAL CALCULATIONS Case-Gang Residence 2450 Unicornio St, Carlsbad, CA 92009 10-04-2022 : Project # 22-330 Table of Contents Design Criteria & Loads ...... Gravity Analysis & Design. Lateral Analysis & Design .. Foundation Analysis & Des PC2022-0050 2450 UNICORNIO ST 2450 UNICORNIO: NEW (766 SF) ADDITION AND (453 SF) RE MODEL, FOR NEW (854 SF) ADU , KITCHEN RELOCATION AND BATH ROO M RECONFIGURE > 1--0 2156102800 10/24/2022 PC2022-0050 Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding: Wood: Soil: Desig_n Loads Load 1 DL Concrete Tile Roof Plywood Joists Insulation Drywall Electrical/Mech./Misc. Other Total DL LL Residential Roof Total Load Load 3 solidforms engineering 2018 IBC/2019 CBC -ASCE / SEI 7-16 ACI 318-14 [fc = 2500 psi -No Special Inspection Req.'d (U.N.O.)] TMS 402-16/ACI 530-16 [Normal Wt.-ASTM C90-fm=1500 psi-Spec. Insp. Req.'d] ASTM C270 [fc = 1800 psi Type SJ ASTM C476 [fc = 2000 psi] ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller/ Fy = 60 ksi For #5 Bars & Larger] AISC 360-16, 15th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, Fy = 50 ksi HSS Shapes (Rect.): ASTM A500, Carbon Steel, Fy = 46 ksi HSS Shapes (Round): ASTM A500, carbon Steel, Fy = 42 ksi Pipe Shapes: ASTM A53, Grade B, Carbon Steel, Fy = 35 ksi All other steel: ASTM A36, Fy = 36 ksi A307 / A325-N / A490-N (Single Plate Shear Conn.) E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special Inspection. NDS-2018 Soil Classification (Table 1806.2): Allowable Bearing Pressure = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = ~sf Load 2 10.0 1.5 3.5 1.5 2.5 1.0 0.0 20 20 40 Load4 (SW, SP, SM, SC, GM, & GC) 1500 psf (Table 1806.2) 150 psf/ft (Table 1806.2) 30 psf/ft (Table 1610.1) 60 psf/ft (Table 1610.1) 0.25 (Table 1806.2) Int. Wall DL Drywall 2x4 Studs @ 16"o.c. Misc. other Total Load Ext. Wall 1 DL Stucco 2x4 Studs @ 16"o.c. Drywall Insulation Misc. Other Total Load Ext. Wall 2 Page 1 of 16 10/04/22 sf 5.0 1.0 1.0 7 sf 10.0 1.0 2.5 1.5 1.0 16 I Multiple Simple Beam UC# : KW-06015083, Build:20.22.8.17 Descri tion : ROOF GRAVITY Wood Beam Design: RB-1 solidforms engineering Solid Forms Engineering Page 2 of 16 10/04/22 Project File: CASE.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending ILevel Truss Joist Wood Grade : Parallam PSL 2.0E Wood Species : Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Em in bend -xx 1016.535 ksi ADD/ied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, Trlb= 12.50 ft Design summery Max fb/Fb Ratio = fb : Actual : 0.559 • 1 2,027.54 psf at 3,625.00 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.325: 1 117.78psi at 362.50 psi +D+Lr Q .Lr I. 1.50 1.44 1.50 1.44 Wood Beam Design : RB-2 5.750 ft in Span# 1 0.000 ft in Span # 1 f ti D(0.250) Lr(0.250) ax De actions 3.5><9.25 11 .50 ft Transient Downward 0.214 in Ratio 644 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.437 in 315 LC: +D+Lr 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : Fb -Tension Fb -Compr Aoolied Loads 4x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.0160 k/ft, Trib= 5.0 ft Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 7.50 ft 1600 ksi 580ksi Design Summary D(0.~~150} Density 31 .21 pcf Max fb/Fb Ratio = fb : Actual : 0.364; 1 491.41 psi at 1,350.00 psi +D+Lr 3.250 ft in Span # 1 ------- Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.199: 1 44.68 psi at 225.00 psi +D+Lr .[2 .Lr I. 0.77 0.49 0.77 0.49 0.000 ft in Span# 1 Y:1. f ti ax e ecllons 4x10 6.50 ft Transient Downward 0.016 in Ratio 4756 LC : Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.042 in 1843 LC: +D+Lr 0.000 in 9999 LC: solidforms engineering Page 3 of 16 10/04/22 Multiple Simple Beam Project File: CASE.ec6 UC#: W-06015083, Bui!d:20.22.8.1 Solid orms Engineenng Wood Beam Design: RB-3 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x9.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pct 2900 psi Fe-Perp 750 psi Ft 2025 psi Eminbend -x.x 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr= 0.020 k/ft, Trib= 12.50 ft Design Summary D 0.250 Lr 0.250 ------Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.343 • 1 1,241 .82 ps f at 3,625.00 psi +D+Lr 4.500 ft in Span # 1 ---~~i.. ,:-,---.,,-.-----~.--_ -~:::~----_·. -_::•-r.:.:-:-._'":~ _:. Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.245: 1 88.63 psi at 362.50 psi +D+Lr 1l .I.C .L 1.17 1.13 1.17 1.13 Wood Beam Design : RB-4 0.000 ft in Span # 1 'ii. f jj 3.5x9.25 9.0 ft ax De ectlons Transient Downward 0.080in 1343 Ratio Transient Upward Ratio LC: Lr Only 0.000 in 9999 LC: Total Downward Ratio Total Upward Ratio 0.164 in 658 LC: +D+Lr 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x11.25, Parallam PSL, Fully Braced Wood Species : Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe-Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Aoofied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr = 0.020 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.386 • 1 1,397.70 psf at 3,625.00 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.181:1 65.52 psi at 362.50 psi +D+Lr 1l Lr L 1.01 0.90 1.01 0.90 9.000 ft in Span# 1 0.000 ft in Span# 1 '!f.. f ti Dt0.1Q) Lr 0._1Ql_ 3.Sx11 .25 1a.o n 0.286 in 755 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.607 in 355 LC: +D+Lr 0.000 in 9999 LC : Multiple Simple Beam C#: KW-06015083, Bui d:20.22.8.17 Wood Beam Design : RB-5 solidforms eng i neering Solid Forms Engineering Page 4 of 16 10/04/22 Project File: CASE.ec6 (c} ENERCALC INC 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 3.5x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb-Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020. Lr = 0.020 k/ft. 8.0 ft to 10.0 ft. Trib= 13.0 ft 1 Point: D = 1.10, Lr = 1.10 k @ 8.0 ft Unit Load: D= 0.0->0.080, Lr= 0.0->0.080 k/ft, 0.0 to 8.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.355 · 1 1.229.95 psf at 3,465.60 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.343: 1 124.24 psi at 362.50 psi +D+Lr Max Reactions Left Support Right Support (k) .12 J.r L 0.47 0.42 1.57 1.52 Wood Beam Design: RH -1 8.000 ft in Span# 1 9.233 ft in Span # 1 'J1. f BEAM Size : 3.5x9.25, Parallam PSL, Fully Unbraced ti D(0.0,0.080) Lr(0.0.0.080) (0.260) Lr(0.260) -~-T .·-:-~-., .---• -~·l"'!r ; ~~-• :-··---:;• ... ,-~ ."' ~ . .:. -,.. ~ -.. ct1ons Transient Downward Ratio 3.5x9.25 10.0 ft 0.082 in 1457 LC : Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.170 in 707 LC: +D+Lr 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with ASCE 7-16 Load Combinations , Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 22.0 ft Design summary Max fb/Fb Ratio = fb : Actual : 0.488; 1 1,712.09 psi at 3,508.04 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.370: 1 134.17 psi at 362.50 psi +D+Lr .12 J.r L 1.80 1.76 1.80 1.76 4.000 ft in Span # 1 0.000 ft in Span# 1 'J1. f. ti ------__ .... 3.Sx9.25 8.0 ft ax e ec1ons Transient Downward 0.088 in 1087 Ratio Transient Upward Ratio LC: Lr Only 0.000in 9999 LC: Total Downward Ratio Total Upward Ratio 0.179 in 537 LC: +D+Lr 0.000 in 9999 LC: I Multiple Simple Beam UC#: KW-06015083, Build:20.22.8.17 Wood Beam Design : RH-2 solidforms enginee rin g Solid Forms Engineering Page 5 of 16 10/04/22 Project File: CASE.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : Fb -Tension Fb -Compr Applied Loads 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations. Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 k/ft, Trib= 12.0 ft 1600 ksi 580ksi Design summary D_(9.240} Lr 0.240 Density 31 .21 pcf Max fb/Fb Ratio = fb : Actual : 0.262; 1 380.02 psi at 1,452.40 psi +D+Lr . ~.::.---~-.i Fb : Allowable : 2.000 ft in Span # 1 ~--;----~-:_~~~-=---~~:~ ~=~-:;;---•):-:; . . Load Comb : • • -•• -~ Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.179: 1 40.18 psi at 225.00 psi +D+Lr Q .I.! 1 0.49 0.48 0.49 0.48 Wood Beam Design : RH-3 0.000 ft in Span # 1 'f:J. E .ti 4x8 4.0 rt ct1ons Transient Downward 0.008 in 6142 Ratio Transient Upward Ratio LC : Lr Only 0.000 in 9999 LC: Total Downward Ratio Total Upward Ratio 0.016 in 3036 LC: +D+Lr 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension Fb -Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr = 0.020 k/ft, Trib= 13.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.664; 1 960.72 psi at 1.447.55 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.344: 1 77.39 psi at 225.00 psi +D+Lr Q .I.! .L 0.83 0.81 0.83 0.81 3.000 ft in Span # 1 5.400 ft in Span # 1 'f:J. E .ti ax e ect1ons Transient Downward Ratio 0.045 in 1617 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1600 ksi 580 ksi Density 31.21 pct Total Downward Ratio Total Upward Ratio 0.090 in 800 LC: +D+Lr 0.000 in 9999 LC: Seismic Design solid forms engineering Page 6 of 16 10/04/22 Design Variables Base Shear Calculation (ASCE 7-16 Sec. 12.8 & Supplement 2) Latitude= 31.11 (12.8-2) V = C5W Cs= S0s*I/R = 0.118 Longitude = -117.25 Site Class= D Occupancy = II Table 1.5-1 (12.8-3) forHTL: S01*1/(RD Where: Cs max. = forT>TL: S01*TL*I/(RT2) (12.8-4} Seis. Category = D Table 11.6-1 & 2 I= 1.0 Tables 1-1 & 11.5-1 R = 6.5 Table 12.2-1 (12.8-5) for S1<0.6:0.044S05l~0.01 Where: Cs min. = (12.8-{;) tor s12:o.6: 0.5S1*1/R S -s-0.957 section 11.4.1 S1 = 0.349 Section 11.4.l DL Area Len. Fa= 1.200 Table 11.4-1 Material (psf) ft2 (ft) Fv = 1.951 Table 11.4-2 Load 1 20 3990 SMs = Ss*Fa = 1.148 (11.4-1) '--~~ SMl = S1*Fv = 0.681 (11.4-2) a. Q) Ext. Wall! 16 310 =:, ....J Sos = 2/3*SMs = 0.766 (11.4-3) Int. Wall 7 150 S01 = 2/3*SM1 = 0.454 (11.4-4) 3990 All other structural systems Table 12.8-2 Ct = 0.02 Table 12.8-2 x= 0.75 Table 12.8-2 TL= 8 Figure 22-15 Ta= Ct*hnx = 0.121 (12.8-7) T =Ta= 0.121 section 12.8.2 hn = 11.0 Section 12.8.2.l Cs= 0.118 section 12.8.1.1 k= 1 section 12.8.3 ¼ = 4 Table 12.2-1 l::,.a = hsx * 0.025 Table 12.12·1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec. 12.8.3 & 12.8.6} Level Wx hx h/ Wxh/ Fx Fx (psf) % P 6xe allow. Upper Level 109.9 11.0 11.0 1208 12.9 3.2 100% Yes 0.825 109.9 1208 13 3 Level Forces (ASCE 7-16, Sec. 12.10.1.1) Level Wx f.Wx Fx lFx Fpx Fpx (ASD) Where: Roof 109.9 109.9 12.9 12.9 16.8 11.8 Fmin. = 0.2ISosWx Fmax. = 0.4IS05Wx 109.9 12.9 = = Ht. (ft) 10 10 0.578 Max. 0,034 Min. w (kips) 79.8 24.8 5.3 109.9 Where: 15xe allow. = ~ *I/Cc, (Section 12.8.6) p : Redundancy Check Required If story shear is > 35% of base shear (Section 12.3.4.2) Wind Design solidforms eng i neering Page 7 of 16 10/04/22 Wind Pressures for MWFRS ASCE 7-16 -Envelope Procdedure Method 2 Design Variables Occupancy= lw1nd = Basic Wind Speed (mph)= Exposure category = Topographic Kzt = Width (ft)= Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = A = 8 = AKztI = 2a (ft) = Min. Design Load (psf) = II Table 1.5· 1 1.00 Tables 1.5·2 110 Figure 26.5·1A B Section 26.7.3 1 Section 26.8.2 47.0 Transverse 62. 0 Longitudinal 4: 12 10.0 17.8 13.9 1 Figure 28.6· 1 18.4 1.0 11.1 Figure 28.6·1 Note 9 16.0 Section 28.4.4 Ps = AKztlPs3o (28.6-1) Note: (-) Horiz. Pressures shall be zero. (psf) A Transverse 25.8 Longitudinal 19.2 Vertical >------Width, W • Horiz. Press. B C -7.3 17.2 -10.0 12.7 ~ Ridge Eave height height D -4.1 -5.9 Wind pressurH ore in psf •e use wind presence is lass than zero (0), use O for design. Transverse Governing Design Force: Transverse Tributary Area : Transverse Governing Design Pressure: Vertical J ,,Lmff//,,,u&,,,,,,,,,J ,,,,,,,,,w,w,w,w,,,,,,J,. a::;1:, L/2 L/2 17.7 kips 1106 ft2 16.0 psf Ridge height Wind preuurea are in paf Longitudinal Governing Design Force: 10.5 kips Longitudinal Tributary Area: 654 ft2 Longitudinal Governing Design Pressure: 16.0 psf E -23.1 -23.1 Vert. Press. Overhan s F G H ECH GCH -15.7 -16.0 -12.0 -32.3 -25.3 -13.1 -16.0 -10.1 -32.3 -25.3 Transverse Zone Ps Area Force (k) Total (k) A 25.8 111 2.9 11.6 B 0.0 87 0.0 C 17.2 509 8.7 D 0.0 398 0 Min. 16.0 1106 17.7 17.7 E -23.1 262 -6.0 -43.6 F -15.7 262 -4.1 G -16.0 1195 -19.1 H -12.0 1195 -14.3 Min. -16.0 2914 -46.6 -46.6 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 132 2.5 B 9.2 C 12.7 522 6.6 D Min. 16.0 654 10.5 10.5 E -23.1 345 -8.0 F -13.1 345 -4.5 -41.5 G -16.0 1112 -17.8 H -10.1 1112 -11.2 Min. -16.0 2914 -46.6 -46.6 Lateral Design Upper Level N-S Line: Seis. Area (ft') = 1730 Shear Line Len.rot. (ft) = 20 Wind Relative to Ridge = Perpendicular Wind Lengths: '-tt = Vert.Trib Height (ft) = L,. = Dist to Adj Gridline (ft) = Shear Above: Line= v_ (Seis/Wind) = 0/ornb. of Load = VxAbv.Trib. (Sels/Wind) = Wood Shearwalls = Length = Load Type= Shear Load (lbs) = Wall Dlo;st. (psf) = Resis. Dl.o,st. (plf) = Resis. D4>oint (lbs) = D4>oint Dist (ft) = Momentor (lb-ft) = 1Momen4lesist. (lb-ft) = Uplift (lbs) = Uplitt,.,_, = Uplitt__ = Left Holdown = Right Holdown = Upper Level Seis. Area (ft') = Shear Line Len.rot. (ft) = Wind Relative to Ridge = Wind Lengths: '-tt = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear .Above: Line= V.,_.,oove (Sels/Wind) = %rnb. of Load = v.,_.,bv.Trib. (Seis{Wind) = Wood Shearwalls = Length= Load Type = Shear Load (lbs) = Wall DLDisL (psf) = Resis. D4list. (plf) = Resis. Dlp01nt (lbs) = D4>oint Dist (ft) = Momentor (lb-ft) = 1Momen4\eslst. (lb-ft) = Uplift (lbs) = Upli~oove = Upliftr.et = Left Holdown = Right Holdown = Left Right I 9.0 I 25.0 - -- W1 12 Seis. I Wind 1240 682 16 12401 6821 5677 6912 585 -8 585 -8 Per Plan Per Plan N-S Line: 430 15 Parallel Left Right I 9.0 I 21.0 - -- W1 8 Seis. I Wind 488 907 16 2440 4536 1262 1536 157 400 N/A N/A solidforms Page 8 of 16 10/04/22 engineering A p = 1.0 Sos= 0.766 Plate Ht. (ft) = 10 Lwan Tot. (ft) = 19 - -- W2 7 Seis. Wind 723 398 16 7234 I 3979 1932 2352 816 I 250 816 250 Per Plan Per Plan B' p= 1.0 Sos= 0.766 Plate Ht. (ft) = 5 Lwall Tot (ft) = 8 - -- W2 0 0 - I - -- -I - -I - - 0 - - - - - 0 - - - - Shearwall Sels. Wind Strength Design Seis. Force: F. = 3.2 psf - W3 I Maximum Wind Pressure: P, = 16.0 psf V><Ses.(ASO) = Area/2*Fx *p*0.7 = 1963 XWlnd = '-tt*lw/2*Px *0.6 = V lbs 1080 lbs lbs rv. (Above) = VxTotal = 1963 1080 lbs Vx/L = 103 57 plf -@ Use Shearwall Type= with LTP4 clips @ 48 "o.c. 59% for entire length of grid line A W4 Ws w 6 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Seis. Wind Strength Design Seis. Force: F, = 3,2 psf - W3 I Maximum Wind Pressure: Px = VXSels(ASO) = Area/2*Fx*P*0.7 = 488 16.0 psf lbs 907 lbs lbs V XW1n<1 = '-tt*lw/2*P.*0.6 = rv. (Above) = 488 907 lbs 61 113 plf -@ Use Shearwall Type= with LTP4 clips@ 48 "o.c. 36% for entire length of grid line B' W4 Ws W5 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 1Reslstlng Moment DL Is reduced by 0.6-0.14•5,,s for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level N-5 Line: Seis. Area (ft') = 2090 Shear Line Len.Tot. (ft) = 14 Wind Relative to Ridge = Wind Lengths: 4i = Vert.Trib Height (ft) = t_ = Dist to Adj Gridline (ft) = Shear Above: Line = VxMxNe (Seis/Wind) = °lornb. of Load = vxAbv,Trlb, (Seis/Wlnd) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DL01st (psf) = Resis. Dloist. (plf) = Resis. D4>oint (lbs) = DLPolnt Dist (ft) = MomentoT (lb-ft) = 1Momen4lesist. (lb-ft) = Uplift (lbs) = Upli~e = Upli~et. = Left Holdown = Right Holdown = Upper Level Seis. Area (ft') = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: 4i = Vert.Trib Height (ft) = t_ = Dist to Adj Gridline (ft) = Shear Above: Line= VxAtx,.,e (Seis/Wind) = 0/orrtb. of Load = VxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length= Load Type = Shear Load (lbs) = Wall DLDlst. (psf) = Resis. Dloist. (plf) = Resis. D4>oint (lbs) = D4>oint Dist (ft) = Memento,-(lb-ft) = 1Momen41esist. (lb-ft) = Uplift (lbs) = Upli~bovt! = Upli~.= Left Holdown = Right Holdown = Parallel Left Right I 9.0 I 30.0 Upper Level B' 488 907 100% 488 907 W1 12 Seis. I Wind 2860 2203 16 28601 22032 5677 6912 1993 1315 1993 1315 Per Plan Per Plan N-S Line: 600 23 Parallel Left Right I 9.o I 26.0 - -- W1 8 Seis. I Wind 681 1123 16 6810 11232 2523 3072 572 1088 572 1088 Per Plan Per Plan solid forms Page 9 of 16 10/04/22 engineering B p = 1.0 Sos= 0.766 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 12 - -- Wz 0 0 -I - -- -- I -- C p = 1.0 Sos= 0.766 Plate Ht. (ft) = 10 Lwall Tot (ft) = 8 - -- Wz I 0 0 -I - I -- - I - -- - 0 - - - - - 0 - - - - Shearwall Seis. Wind Strength Design Seis. Force: Fx = 3,2 psf - W3 I Maximum Wind Pressure: Px = 16.0 psf VxSeis(ASOJ = Area/2*Fx*P*0.7 = xWlnd = Ltt*Lw/2*Px *0.6 = V - "i.Vx (Above) = Vx Tot,I = VJ L = Use Shearwall Type= 2372 lbs 1296 lbs 488 907 lbs 2860 2203 lbs 238 184 plf @ with LTP4 clips@ 24 "o.c. 61% for entire length of grid line B W4 Ws W5 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Wind Strength Design Seis. Force: Fx = Seis. 3.2 psf 16.0 psf lbs 1123 lbs lbs - W3 I Maximum Wind Pressure: P. = VlCS<!ls.(ASO) = Area/2*F.*p*0.7 = xWlnd = ltt*Lw/2*Px *0.6 = V - rv. (Above) = V, Tot,I = VJ L = Use Shearwall Type= with L TP4 clips @ 681 681 1123 lbs 85 140 plf @ 48 "o.c. 29% for entire length of grid line C W4 Ws W5 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL Is reduced by 0.6-0.14*Sos for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level N-S Line: Seis. Area (ft2) = 320 Shear Line Len.rot. (ft) = 14 Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = L,. = Dist to Adj Gridline (ft) = Shear Above: Line = v_ (Seis/Wind) = 0/orrlb. of Load = VxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DL01st (psf) = Resis. Dl..oist. (plf) = Resis. D4o;n1 (lbs) = DI.point Dist (ft) = Momentor (lb-ft) = 1Momen~st. (lb-ft) = Uplift (lbs) = Upli~e= Upli~= Left Holdown = Right Holdown = Parallel Left Right I 9.0 I 21.0 - -- W1 8 Seis. I Wind 363 907 16 80 1816 4536 2523 3072 -94 195 N/A N/A Upper Level N-S Line: Seis. Area (ft2) = 2280 Shear Line Len.rot. (ft) = 10 Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = I..,. = Dist to Adj Gridline (ft) = Shear Above: Line = v xAb<Ne (Seis/Wind) = 0/orrlb. of Load = vxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall Dl..oist. (psf) = Resis. Dlo;st. (plf) = Resis. D4o;nt (lbs) = D4o;n1 Dist (ft) = Momentor (lb-ft) = 1Momen41esist (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~.= Left Holdown = Right Holdown = Parallel Left Right I 9.0 I 5O.O Upper Level D' 363 907 100% 363 907 W1 10 Seis. I Wind 1736 1804 16 17358 18042 3943 4800 1412 1394 1412 1394 Per Plan Per Plan solidforms Page 10 of 16 10/04/22 en gi neeri ng D' p = 1.0 Sos= 0.766 Plate Ht. (ft) = 5 Lwall Tot (ft) = 8 - -- W2 0 0 -I - -- - I - -- D p = 1.0 Sos= 0.766 Plate Ht. (ft) = 10 LwallTot. (ft) = 17 - -- W2 7 Seis. I Wind 1215 1263 16 12151 1 12630 1932 2352 1572 1581 1572 1581 Per Plan Per Plan - 0 - - - - - 0 - - - - Shearwall Seis. Wind Strength Design Seis. Force: Fx = 3,2 psf - W3 I Maximum Wind Pressure: Px = 16.0 psf VxSeis.(ASO) = Area/2*F/p*O.7 = 363 xWlnd = LH*Lw/2*Px*O.6 = V 'Dix (Above) = VxTOlal = 363 Vx/L = 45 lbs 907 lbs lbs 907 lbs 113 plf -@ Use Shearwall Type= with LTP4 clips @ 48 "o.c. 39% for entire length of grid line D' W4 Ws w 6 I I I 0 0 0 0 0 0 0 ------- -------------- ------- Shearwall Seis. Wind Strength Design Seis. Force: F. = 3.2 psf - W3 I Maximum Wind Pressure: Px = 16.0 psf Vxse,s.(ASO) = Area/2*F.*p*O.7 = 2588 xWln<l = 41*Lw/2*Px *0.6 = V lbs 2160 lbs 907 lbs 3067 lbs - 'Dix (Above) = 363 Vx Telal = 2951 Vx/L = 174 180 plf Use Shearwall Type= @ with L TP4 clips @ 24 "o.c. 92% for entire length of grid line D W4 Ws w 6 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL Is reduced by 0.6-0.14*S,,. for Sels.(12.14.3. l.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level Seis. Area (W) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: '-ti = Vert.Trib Height (ft) = L,. = Dist to Adj Gridline (ft) = Shear Above: Line= Vx>bcNe (Seis/Wind) = 0/o-rnb. of Load = VxAbv.Tnb. (Seis/Wind) = Wood Shearwalls = Length= Load Type= Shear Load (lbs) = Wall Dloist. (psf) = Resis. DLoist. (plf) = Resis. D4'olnt (lbs) = D4'olnt Dist (ft) = MomentoT (lb-ft) = 1Momen41esist. (lb-ft) = Uplift (lbs) = Upli~bove = Uplitt__ = Left Holdown = Right Holdown = Upper Level Seis. Area (W) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: '-ti = Vert.Trib Height (ft) = I.,. = Dist to Adj Gridline (ft) = Shear Above: Line = V xAbove (Seis/Wind) = °lornb. of Load = vxAbv.Trlb. (Sels/Wind) = Wood Shearwalls = Length= Load Type = Shear Load (lbs) = Wall Dloist. (psf) = Resis. Dloist. (plf) = Resis. D'-Po1nt (lbs) = D4'olnt Dist (ft) = Momentor (lb·ft) = 1Momen~es1s~ (lb·ft) = Uplift (lbs) = UpliftAbove = Upli~.= Left Holdown = Right Holdown = E·W Line: 1800 20 Parallel Left Right I 9.0 I 23.0 - -- W1 5 Seis. I Wind 1328 497 16 13279 4968 986 1200 2732 837 2732 837 Per Plan Per Plan E-W Line: 430 21 Parallel Left Right I 9.0 I 15.0 - . - W1 8 Seis. I Wind 634 648 16 3172 3240 1262 1536 255 227 N/A N/A solidforms Page 11 of 16 10/04/22 engineering 1,2 p = 1.3 Sos= 0.766 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 10 - -- W2 5 Seis. I Wind 1328 497 16 13279 1 4968 986 1200 2732 I 837 2732 837 Per Plan Per Plan 4' p = 1.3 Sos= 0.766 Plate Ht. (ft) = 5 Lwau Tot. (ft) = 8 - -. W2 0 0 -I - -- - I - -- - 0 - - - - - 0 . . - . Shearwall Seis. Wind Strength Design Seis. Force: F, = 3,2 psf 16.0 psf lbs 994 lbs lbs - W3 I Maximum Wind Pressure: P, = VxSeis.(ASO) = Area/2*F,*p*0.7 = 2656 xWJn<J = l.+i*Lw/2*P, *0.6 = V 'l.V, (Above) = v,TOCill = 2656 994 lbs VJ L = 266 99 plf -@ Use Shearwall Type= with L TP4 clips @ 48 "o.c. 79% for entire length of grid line 1,2 W4 Ws W5 I I I 0 0 0 0 0 0 0 -------. . . . . -. -. . . . -- -. --. . . Shearwall Wind Strength Design Seis. Force : F, = Seis. 3.2 psf 16.0 psf - W3 I Maximum Wind Pressure: P. = vxSels(ASO) = Area/2*F,*p*0.7 = xWind = l.+i*Lw/2*P,*0.6 = V - IV, (Above) = V, Total = VJL = Use Shearwall Type= with L TP4 clips @ 634 lbs 648 lbs lbs 634 648 lbs 79 81 plf @ 48 "o.c. 18% for entire length of grid line 4' W4 Ws W5 I I I 0 0 0 0 0 0 0 -. --. -- -------. . -. --- ------- 'ReslsUng Moment DL is reduced by 0.6-0.l4*S,,. for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level E-W Line: Seis. Area (ft') = 2290 Shear Line Len.Tot (ft) = 7 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right I.ii = Vert.Trib Height (ft) = I 9.0 lw = Dist to Adj Gridline (ft) = I 36.0 Shear Above: Line = Upper Level 4' V<Aoo,,e (Seis/Wind) = 634 648 0/ornb. of Load = 100% solid forms engineering 4 p = 1.3 Sos= 0.766 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 7 - -- - - Sheaiwall Seis. Wind Strength Design Seis. Force: Fx = 3.2 psf Maximum Wind Pressure: P, = 16.0 psf VxSeis(ASD) = Area/2*F.*p*0.7 = 3379 xWlnd = LH*Lw/2*Px*0.6 = V lbs 1555 lbs 648 lbs - 'I>lx (Above) = 634 Vx Total = VxfL = Use Shearwall Type= 4013 2203 lbs 573 315 plf @ Page 12 of 16 10/04/22 V<Abv.Trlb. (Seis/Wind) = 634 648 with L TP4 clips @ 12 "o.c. 86% Wood Shearwalls = Length= Load Type = Shear Load (lbs) = Wall D~st. (psf) = Resis. Dlo1st. (plf) = Resis. Dl.polnt (lbs) = Dl.point Dist (ft) = MomentoT (lb-ft) = 1Momen~es1st. (lb-ft) = Uplift (lbs) = Uplitt_ve = Upli~et. = Left Holdown = Right Holdown = W1 7 Seis. I Wind 4013 2203 16 40132 22032 1932 2352 5877 3028 5877 3028 Per Plan Per Plan Upper Level E-W Line: Seis. Area (ft') = 430 Shear Line Len.Tot (ft) = 21 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right I.ii = Vert.Trib Height (ft) = I 9.0 lw = Dist to Adj Gridline (ft) = I 15.0 Shear Above: Line = - V<Aoo,,e (Seis/Wind) = -- 0/o-r,ib. of Load = v<Abv.Trlb. (Seis/Wind) = W2 I 0 0 -- -- -- -- 5' p = 1.3 Sos= 0.766 Plate Ht. (ft) = 5 Lwall Tot (ft) = - -- See Perforated Shearwall Cales on Following Pages 0 - - - - - for entire length of grid line 4 W3 W4 Ws I - I I 0 0 0 0 0 ----- ----- ----- ----- Perforated Sheaiwall Sels. Strength Design Seis. Force: f x = 3.2 Maximum Wind Pressure: P. = V xSeis.(ASO) = Area/2*F x *p*O. 7 = 634 xWlnd = LH*Lw/2*Px*0.6 = V 'I>lx (Above) = V, Total = 634 0 - - - - Wind 16.0 648 648 -0 1Reslstlng Moment DL Is reduced by 0.6-0.14*Sos '°' Sels.(12.14.3.1.3) &. 0.6 for Wind (2.4.1) W5 I 0 - - - - psf psf lbs lbs lbs lbs Lateral Design Upper Level Seis. Area (ft') = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: '-tt = Vert.Trib Height (ft) = L.. = Dist to Adj Gridline (ft) = Shear Above: Line = V.,>-~ (Seis/Wind) = %Tnb. of Load = vxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall Dloist (psf) = Resis. Dlo1st. (plf) = Resis. D4oint (lbs) = D4oint Dist (ft) = Momentor (lb-ft) = 1Momen~st (lb-ft) = Uplift (lbs) = Upli~= Upli~. = Left Holdown = Right Holdown = E-W Line: 1490 15 Parallel Left Right I 9.0 I 15.0 Upper Level 5' 634 648 100% 634 648 W1 8 Seis. I Wind 2833 1296 16 28329 12960 2523 3072 3441 1318 3441 1318 Per Plan Per Plan Upper Level E-W line: Seis. Area (ft') = 1650 Shear Line Len. Tot. (ft) = 9 Wind Relative to Ridge = Wind Lengths: '-tt = Vert.Trib Height (ft) = L,, = Dist to Adj Gridline (ft) = Shear Above: Line = v~ (Seis/Wind) = o/o,-rtb. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length= Load Type = Shear Load (lbs) = Wall Dlo;,t (psf) = Resis. Dlo;st (plf) = Resis. D4oint (lbs) = D4oint Dist {ft) = MomentoT (lb-ft) = 1Momen4\esist. (lb-ft) = Uplift {lbs) = Upli~bove = Upli~.= Left Holdown = Right Holdown = Parallel Left Right I 7.0 I 43.0 - -- W1 7 Seis. I Wind 2435 1445 16 24345 14448 1932 2352 3448 1861 3448 1861 Per Plan Per Plan solidforms Page 13 of 16 10/04/22 e ngi nee r ing 5 p = 1.3 Sos= 0.766 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 8 - -- W2 0 0 -I - -- -- -- 6 p = 1.3 Sos= 0.766 Plate Ht. (ft) = 10 lwau Tot. (ft) = 7 - -- W2 0 0 -I - -- -- -- - 0 - - - - - 0 - - - - Shearwall Wind Strength Design Seis. Force: F, = Seis. 3.2 psf 16.0 psf lbs 648 lbs 648 lbs - W3 I Maximum Wind Pressure: Px = VxS<ls.(ASDJ = Area/2*F.*p*0.7 = xWlnd = LH*Lw/2*Px *0.6 = V - rv, (Above) = V,Total = Vx/L = Use Shearwall Type= 2198 634 2833 1296 lbs 354 162 plf @ with LTP4 clips @ 24 "o.c. 56% for entire length of grid line 5 W4 Ws W5 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Seis, Wind Strength Design Seis. Force: F, = 3.2 psf 16.0 psf lbs 1445 lbs lbs - W3 I Maximum Wind Pressure: P, = VxS<ls.(ASD) = Area/2*F. *p*0.7 = 2435 xWlnd = '-tt*Lw/2*Px *0.6 = V r.v. (Above) = VxTotal = 2435 1445 lbs Vx/L = 348 206 plf - Use Shearwall Type= @ with LTP4 clips @ 24 "o.c. 81% for entire length of grid line 6 W4 Ws W5 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL Is reduced by 0.6-0.14*Sos for Seis.(12.14.3,1.3) & 0,6 for Wind (2.4.1) Lateral Design Upper Level E·W Line: Seis. Area (ft') = 760 Shear Line Len.Tot. (ft) = 19 Wind Relative to Ridge = Wind Lengths: L+i = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = v_ (Seis/Wind) = %T,1b. of Load = vxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type= Shear Load (lbs) = Wall DL0Ist. (psf) = Resis. Dlo;st. (plf) = Resis. Dl.i,,,;nt (lbs) = D4o1nt Dist (ft) = MomentoT (lb-ft) = 1Momen41esist. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~.= Left Holdown = Right Holdown = Parallel Left Right I 9.0 I 23.0 - -- W1 10 Seis. I Wind 1121 994 16 40 11213 9936 4928 6000 662 414 662 414 Per Plan Per Plan Upper Level N-S Line: Seis. Area (ft') = 1320 Shear Line Len.Tot. (ft) = 8 Wind Relative to Ridge = Perpendicular Wind Lengths: ~ = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = v_ (Seis/Wind) = o/ornb. of Load = vxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length= Load Type= Shear Load (lbs) = Wall DLo;st. (psf) = Resis. Dlrnst. (plf) = Resis. Dl.i,,,;nt (lbs) = Dl.i,,,;nt Dist (ft) = Momentor (lb-ft) = 1Momen~esist. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~.= Left Holdown = Right Holdown = Left Right I 9.0 I 30.0 - -- W1 8 Seis. I Wind 1498 1296 16 14982 12960 2523 3072 1661 1318 1661 1318 Per Plan Per Plan solidforms Page 14 of 16 10/04/22 e n gi n ee ri ng 8 p = 1.3 Sos= 0.766 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 10 - -- W2 I 0 0 I -- -- - I - -- F p = 1.0 Sos= 0.766 Plate Ht. (ft) = 10 Lwall Tot (ft) = 8 - -- W2 0 0 -I - -- -- -- - 0 - - - - - 0 - -- - Shearwall Seis. Wind Strength Design Seis. Force: Fx = 3.2 psf - W3 I Maximum Wind Pressure: Px = 16.0 psf Vxse;s(ASDJ = Area/2*Fx*p*0.7 = 1121 xWlnd = LH*Lw/2*Px *0.6 = V lbs 994 lbs lbs rv. (Above) = VxTotll = 1121 994 lbs VJ L = 112 99 plf -@ Use Shearwall Type= with LTP4 clips @ 48 "o.c. 35% for entire length of grid line 8 W4 Ws W5 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Shearwall Seis. Wind Strength Design Seis. Force: Fx = 3.2 psf - W3 I Maximum Wind Pressure: Px = VXSels.(ASD) = Area/2*F.*p*0.7 = xWlnd = LH*Lw/2*Px*0.6 = V - "i..Vx (Above) = Vxrota1 = VJ L = Use Shearwall Type= 1498 16.0 psf lbs 1296 lbs lbs 1498 1296 lbs 187 162 plf @ with LTP4 clips @ 24 "o.c. 56% for entire length of grid line F W4 Ws W5 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL Is reduced by 0.6-0.14*5,,s for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Perforated Shear Wall Analysis solidforms engin e eri n g Page 15 of 16 10/04/22 Wood Framed Shear Walls with Openings (SEAOC Design Manual Vol. II) Gov. Grid Line: Upper Level 5' Force: Seismic= S05 = 0.7656 Uniformly Distributed Resisting DL = 634 lbs 144 plf Wall Dimensions (ft) Window W1 2 W 2 W 3 ,-------,,---------------,-----"'----, 17.5 2 I,. Hl = 1 H2 = 2 H3 = 2 Max Shear = Overturning Moment = 1Resist. Overturning Moment = Resulting Uplift Force = Header Strap Tension = Sill Strap Tension = 21.5 ft 159 plf 3172 lbs*ft 16402 lbs*ft (615} lbs 516 lbs 387 lbs No Holdown Required CS16 Strap CS16 Strap 'Resisting Moment DL is reduced by 0.&-0.14*S,,. for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) 30% 23% Vert. Shear Force Above Header I 59 I Header Strap Tension V (lb) = ,-I (-19-9 )-,I I 516 I ,-I (-19-9 )-,I Shear (bove o1eninf.L--------, v (plf) =I (100) I 59 L.ilQQl_J Horiz. Force @ Openi~ V (lb) =I 317 I L..l1L.J ,----, Shear @ Opening ,----, v (plf) =I 159 I I 159 Vert. Shear Force Below Sill T (lb) = I 89 I V (lb) =I (70) Sill rap Te1sion I 387 1 (70) Shear Below Sill v(plf)=I (35) I 44 I (35) Vert. Shear Force T (lb) =I 148 I I -148 so lidforms engineering Foundation Design Distributed Loads Grid line: A q= 1500 psf {Note: All loads are psf and lengths are ft) Page 16 of 16 10/04/22 w= Ext. Wall*Ht. + Int. Wall*Ht. + R1*Span/2 + R2*Span/2 + F1*Span/2 + F2*Span/2= Total Load w= 16 * 10.0 + 7 * + 40 * 33.0 /2 + * /2+ * /2+ * /2= 820 plf Gov. Load: D+Lr = 820 plf Use: 12 "Wide x 12 "Deep w/ ( 2 ) #4 Bars T&B Loaded: Concentrated Loads Pad Ftg: Fl q= 1500 psf D( 2300 )+Lr( 2100 )+L( ) + W( ) + E( ) = 4,400 # Total Load Gov. Load: D+Lr = 4400 # Factored Load -v'(144* 4400 / 1500 )= 20.6 " Min. Square Dimension Use: 24 "Sqr. x 12 " Deep with (3) #4 Bars Ea. Way Loaded:WIM --® Milek ® Re: 14226-22 RE~~\VED Ft 11 2u23 CIT'1 L Cf'HLSBr0D BU LO\i ~G OIVlSIUN MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The tmss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision/.::( based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R73652136 thru R73652143 My license renewal date for the state of California is June 30, 2024. Baxter, David APPROVAL FOR GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS ~ APPROVED Fabrication may proceed as shown. 0 D APPROVED AS CORRECTED Fabrication may proceed based on corrections indicated. D APPROVED AS CORRECTED Fabrication may proceed based on corrections indicated. RESUBMIT FILE COPY Correct submission to resubmit for record purposes only. □ DISAPPROVED Resubmit for approval. □ REVIEWED FOR INFORMATION Approval not required. Accepted for info. purposes only. Approval is for general compliance with the structural contract documents only. This approval assumes no responsibility for dimension, quantities, and conditions that pertain to fabrication and installation or for processes and techniques of construction. The Contractor is responsible for coordination of the work of all trades and the per! mance of this work in a safe and satisfactory manner. DATE: 12-19-2022 SOLID FORMS ENGINEERING 9474 Kearny Villa Rd. (Suite #215) San Diego, CA 92126 November 23,2022 IMPORT ANT NOTE: The seal on these truss component desig that the engineer named is licensed in the jurisdiction(s) identified am designs comply with ANSI/TPI 1. These designs are based upon par: shown (e.g., loads, supports. dimensions, shapes and design codes), given to MiTek or TRENCO. Any project specific information include TRENCO's customers file reference purpose only, and was not taken preparation of these designs. MiTek or TRENCO has not independer applicability of the design parameters or the designs for any particula1 the building designer should verify applicability of design parameters 1 incorporate these designs into the overall building design per ANSlfTI PC2022-0050 2450 UNICORNIO ST 2450 UNICORNIO: NEW (766 SF) ADDITION AND (2000 SF) REMODEL. FOR NEW (854 SF) ADU , KITCHEN RELOCATION AND BATHROOM RECONFIGURE 2156102800 2/14/2023 PC2022-0050 NOTE: ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY. REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR All FURTHER INFORMATION. BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF All DESIGNS PRIOR TO CONSTRUCTION. ALL DESIGNS ARE PROPERTY OF MISSION TRUSS. ALL DESIGNS ARE NUU AND VOID IF NOT FABRICATED BY MISSION TRUSS. tro3 " ~ Tu tro1 T01 V 32-04-08 E Z,auu • D.T. i",_ ~ 2,500 I D.T. / "" .. / "' / "' V " V "' N N V flQ e 1~ ) 1e '? " / ... ... / " ... ... V " V "' I/ / ' V "' " ~ in :-:-.. 0 I- ~, IS / ~ • 1tftftll nT / " 1. ~ I/ ~ 17 ~ V 26-01-08 -All HANGERS SPECIFIED SIMPSON OR EQUAL -All BEAMS & CONVENTIONAL ROOF FRAMING BY OTHERS -All WALLS AT VAULT/CATHEDRAL AREAS BALLOON FRAME/RAKE TO TRUSS BOTTOM CHORD U.N.O. -REFER TO TRUSS ENGINEERING FOR LOADING AND REACTION INFORMATION -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION " / I/ r\ "' I/ ROOF PITCH: 4:12 U.N.O. EEL HEIGHT: 3-15/16'' U.N.O. CEILING PITCH: 2:12 TAIL LENGTH: 24" U.N.O. TAIL SIZE: 2.x4 U.N.O. TRUSS SPACING: 24" U.N.O. - \_ ~ ~ REVISION 3: DESIGNER JF 14226-22 MiSSiON .. dSOh. .. 'CRUSS 12538 VIGILANTE RD. LAKESIDE, CA 92040 Ph. 619-873-0440 Fu 866-612-8884 MISSIONTRUSS.COM Job Truss Truss Type Qty Ply R7J652136 14226-22 T01 California Girder MIss1on Truss. Lakeside. CA -92040. -2-0-0 3-6-7 2-0-0 3-6-7 3-10-9 11-1-6 3-1 -11 1 2 Job Reference (ooUonal) 8.530 s Aug 11 2022 MITek Industries, Inc. Wed Nov 23 08:50:28 2022 Page 1 ID:Y6IXIDFRheSQUKvqI6KJmXyGb19-zNBdUKyBTsu4pYnhCT2nbxk?v?eu8nxJ41iMD8yGLp9 1s-0-2 18-1-13 1P,-8f 22-7-1 26-1-8 I 28-1-8 I 3-10-11 3-1-11 0'6-11 3-10-9 3-6-7 2-0-0 Scale = 1 50.2 6x8 = 400112 2x4 II 3X8 = 4X8 .:::::- ~t 3x4.:::, 0 14 34 13 3x4 = 2x4 II 5x10 = 2X4 II 3x8 = 2X4 II 3x6 = 3-6-7 6-11-8 m 11-1-6 15-0-2 18-8-8 22-7-1 26-1-8 3-6-7 3-5-1 3-10-11 3-10-9 3-6-7 Plate Offsets (X Y)--(2·0-1 -6 Edge] (4·0-4-0 0-1-12] [15·0-4-0 0-3-01 I LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0,30 Vert(LL) -0.05 12 >999 240 MT20 220/195 TCDL 21 ,0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.21 11-12 >999 180 BCLL 0.0 Rep Stress Iner NO WB 0.77 Horz(CT) 0.03 9 nla nla BCDL 10,0 Code IBC2018/TPl2014 Matrix-MS Weight: 240 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Bir G 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G BRACING- TOPCHORD Struc1ural wood sheathing direc1Iy applied or 6-0-0 oc purtins, except 2-0-0 oc purtins (6-0-0 max,): 4-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 15=0-3-8, 9=0-3-8 Max Horz 2=-29(LC 6) Max Uplift 2=-351(LC 20) Max Grav 2=54(LC 5), 15=4434(LC 1 ), 9=1854(LC 20) FORCES, (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=011802, 3-4=012554, 4-5=-1279/29, 5-6=-1279/29, 6-7=-359610, 7-8=-3809/0, 8-9=-432110 BOT CHORD 2-16=-1680/16. 15-16=-1680/16, 14-15=-1928/0, 13-14=013266, 12-13=0/3266, 11 -12=014061, 9-11=014061 WEBS 3-15=-1046/0, 4-15=-395510, 4-14=0/3804, 5-14=-833/57, 6-14=-2352/0, 6-12=0/545, 7-12=01278, 8-12=-683/0 NOTES- 1) 2-ply truss to be connec1ed together with 10d (0.131"x3") nails as follows: Top chords connec1ed as follows: 2x4 -1 row at 0-9-0 oc. Bollom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connec1ed as follows: 2x4 -1 row al 0-9-0 oc. 2) All loads are considered equally applied lo 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=8.4psf: BCDL=6.0psf: h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1 .25 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurren1 with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rec1angle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 351 lb uplift at joint 2. 10) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced slandard ANSIITPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and al all panel points along the Top Chord. nonconcurrent with any other live loads. 12) Girder carries hip end with 7-5-0 right side setback, 7-6-12 left side setback, and 7-6-12 end setback. 13) Graphical purlin representation does not depict the size or the orientation of lhe purlin along the top and/or bottom chord . ... _ .. ; ... ,1.a.ll'f' nn """"'"'illll? £WARNING. Vertfy design porameters and R6'0 NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE 0Hlgn valid for use only with MITek(!I connectors. This design Is based only upon parameters sholNn, and Is tor an individual building component, not a truss system. Before use, the building designer must verify the appUcability of de-sign parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckJing or indi-Adual truss web aod/ot chotd members only AdclUonal temporary and petmanent br11cing Is atways reqund for ,tabihty and to prevent collapse with possibfe personal injury and property damage. For general guidance tegarding the f•brtcalion, storage. delivery, erecUon and blllc,ng -or trusses and truss systems, see ANStrrP/1 Qu•llt)' Crlt•rl•, DSB•H and SCSI Sul/ding Compontnt S•f•ty lnform•tlon available from Truss Piste In,1illlto, 2670 Crain Highway, Suile 203 Waldorf. MD 20601 November 23,2022 ■i· Milek· MITekUSA, Inc 400 Sunrise Avenue, Suite 270 Roseville CA 95661 'f 'I' "' Job Truss Truss Type Qty Ply R73652136 14226-22 T01 California Girder 1 2 Job Reference Cootionall Mission Truss. Lakeside, CA -92040, 8.530 s Aug 11 2022 MITek lndustnes. Inc. Wed Nov 23 08:50:28 2022 Page 2 ID:Y6lXIDFRheSQUKvq16KJmXyGb19-zNBdUKyBTsu4pYnhCT2nbxk?v?eu8nxJ41iM08yGLp9 NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 693 lb down and 63 lb up al 18-8-8, and 693 lb down and 63 lb up at 7-6-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-82, 4-7=-190, 7-10=-82, 17-20=-46(F=-26) Concentrated Loads (lb) Vert: 4=-627 7=-627 £WARNING. Vertfy des;gn parameters and READ NOTES ON THIS ANO INCLUDED MITE!< REFERENCE PAGE Mll,7473 rev. 5119/2020 BEFORE IJSE. Design valid for use onty with MITek® connectors. This design Is based only upon parameters sho'M'I, and Is ror an individual bolldlng component. not 1 tru.ss system. Before use, the building destgner must verify the appUcability of design p1rame1ers and properly incorporate this design into the overall budding design Bracing Wldie8ted is to preven1 buckling of individual truss web and/or chord members onty. Adcbtional temporary and permanent bracing " ah.wys required ror stability and to prevent cotlapse with poulble peraonal injury and ptoperty dam.age. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSllrPl1 Qu•llty Crfttrla, 0S8~89 and SCSI Bui/ding Component S•f•ty Information ava lable tram Truu Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 NII Milek· MiTok USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type 14226-22 T01A CALIFORNIA Mission Truss, Lakeside, CA -92040. -2-0-0 4-6-7 9-5-0 2-0-0 4-6-7 4-10-9 13-0-12 3-0-5 Qty Ply R73652137 1 1 Job Reference roollonall 8.530 s Aug 11 2022 MITek Industries, Inc. Wed Nov 23 08:50:30 2022 Page 1 ID:Y6iXIDFRheSOUKvql6KJmXyGb19-vtJNvOzS?U8o3sx3Ku4FgMpGNpHccoPcXbBSH1yGLp7 I 16-1-1 ffl 21 -1-1 I 26-1-8 I 28-1-8 I -4-10-9 4-6-7 2-0-0 Scale= 1.50 2 6x8 = 2x4 II 8 6x8 = 4 00 f"i2 t 3x4 ~ 0 16 15 14 13 3x10 = 2x4 II 5x8 = 3x8 = 3x4 = 2x4 II 3x10 = 4-6-7 9-5-0 13-0-12 16-8-8 21-7-1 26-1-8 4-6-7 4-10-9 3-7-12 3-7-12 4-10-9 4-6-7 Plate Offsets (X Y)--[2·0-5-2 0-1-8I [4·0-4-0 0-1-12] [7·0-4-0 0-1-12I [9·0-0-0 0-0-0] [10'0-5-2 0-1-8] [15·0-4-0 0-3-0] I ' ' ' ' LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,62 Vert(LL) -0.12 14 >999 240 MT20 220/195 TCDL 21 .0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.52 14 >608 180 BCLL 0.0 Rep Stress Iner NO WB 0.33 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 119 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 DF No.1&Btr G 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, except 2-0-0 oc purllns (3-10-10 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 9-1-5 oc bracing REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=34(LC 34) Max Uplift 2=-155(LC 35), 10=-155(LC 36) Max Grav 2=1520(LC 1), 10=1520(LC 1) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3443/654, 3-4=-2900/493, 4-6=-2860/297, 6-7=-2860/297, 7-9=-2889/469, 9-10=-3444/600 BOT CHORD 2-16=-543/3224, 15-16=-351/3224, 14-15=-114/2693, 13-14=-114/2696, 12-13=-307/3225, 10-12=-499/3225 WEBS 3-15=-678/53, 4-15=0/335, 4-14=-85/359, 6-14=-367/44, 7-14=-73/355, 7-13=0/334. 9-13=-691/9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B: Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-9 to 1-7-4, lnterior(1) 1-7-4 to 10-0-7, Exterior(2R) 9-6-12 to 14-8-11 , lnterior(1) 14-8-11 to 16-6-12. Exterior(2R) 16-1-1 to 21-3-0, lnterior(1) 21-3-0 to 28-2-1 zone: cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 2 and 155 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-1-8 for 57 .4 plf. 11) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. £WARNING -Verify design parametetO and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE. Design valid tor use only IN'ff.h MITek® connectors, This design is based onty upon parameters shown, and Is for an indlvldual bulldlng component, not a truu system. eerore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of mdiVldual ttuH web and/or chord members onty Additional temporary and permanent bracmg 1s atways required for stability and to prevent collapse 'Mth possible personli injury and prope11y damage. For general guidance regarding the l'abrication, stor,ge, delivery, erection and bracing of trusses and truss syatems, see ANSlfl'P/1 Qu•llty Crltlrl•, DSB-t9 and SCSI Bui/ding Component Safety lnformllflon available from Truss Plate lneutute, 2870 Crain Highway, Sulla 203 Waldorf, MD 20601 November 23,2022 Nii MiTek· MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rosovil• CA 95661 'f ,; Job Truss Truss Type Qty Ply R73652138 14226-22 T018 California 1 1 Job Reference (ootionall Mission Truss, Lakeside. CA -92040, 8.530 s Aug 11 2022 Milek lndustnes. Inc. Wed Nov 23 08:50:32 2022 Page 1 I O:Y6iXIDFRheSQUKvql6KJmXyGb19-r808Kh?iW50Wl94SRl7jlnvajc_ ?4d_ v?vg2MvyGLp5 -2-0-0 5-6-7 11-5-0 2-0-0 5-6-7 5-10-9 11111J111<1-1-13 1f-6f. 20-7-1 I 26-1-6 I 28-1-6 I 0!6-11 2-2-2 0'6-11 5-10-9 5-6-7 2-0-0 Scale = 1 :50.2 6x8 = 4x8 ~ 3x10 = 2x4 11 Sx8 = 3x8 = 2x4 II 3x10 = 5-6-7 11-5-0 14-6-8 20-7-1 26-1-6 5-6-7 5-10-9 3-3-6 5-10-9 5-6-7 Pla1e Offsets (X Y)--[2·0-5-2 0-1-8] [4·0-4-0 0-1 -12) [7·0-5-2 0-1-8] [11·0-4-0 0-3-0] I I I I I LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (toe) 1/defl Ud PLATES GRIP TCLL 20.0 Pla1e Grip DOL 1.25 TC 0,76 Vert(LL) -0.11 11-12 >999 240 MT20 220/195 TCDL 21 .0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.50 11-12 >632 180 BCLL 0.0 Rep Stress Iner YES W8 0.64 Horz(CT) 0.15 7 n/a n/a BCDL 10.0 Code 1BC2018/TPl2014 Matrix-MS Weight: 116 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1&Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins. except 2-0-0 oc purfins (4-4-15 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 7=0-3-8 Max Horz 2=-38(LC 10) Max Grav 2=1500(LC 1), 7=1500(LC 1) FORCES. (lb) -Max. Comp./Max. Ten . -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3344/0, 3-4=-2507/10, 4-5=-2234/12, 5-6=-2431/0, 6-7=-333910 BOT CHORD 2-12=0/3124, 11-12=0/3124, 10-11=0/2294, 9-10=0/3118, 7-9=013118 WEBS 3-11 =-882117, 4-11=0/395, 5-10=01481 , 6-10=-950/17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II: Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-9 to 1-7-4, lnterior(1) 1-7-4 to 11-6-12, Exterior(2E) 11-6-12 to 14-8-8, Exterior(2R) 14-8-8 to 19-10-7, lnterior(1) 19-10-7 to 28-2-1 zone; cantilever left and right exposed ; end vertical left and righ1 exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1 .25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced slandard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated toad of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,& WARNING. Verffy design parameters and READ NOTES ON THIS MIO INCLUOEO MITEK REFERENCE PAGE 11111•7•73 rev 5119/2020 BEFORE USE. Design valid for use onfy wi1h MITek® connectorS. This design Is based onty upon parameters shown, and is ror an individual building component. not a truss system. Before use, the building destgner must verify the applicability of design parameters •nd property incorpo,..te this design into the overell building-deilgn. Braclng indicated is to prevent buckling ol 1ndiw:tu1I truss web and/or chord members only. Additional temporary and permanent bracing i.s always required for stability end to pre,-,enl coll1pse with possible per10nal injury and property damage. For general guidance regarding the '8bricatlon, storage, delivery, erection and bracing of trusses and truss aystems, see ANSIITPl1 Ouatlty Criteria, DSB-19 and SCSI Building Component S•f•ly lntonnotlon available from Truss Pia le lnsdtute, 2670 Crain Highway, Sui1e 203 Waldorf. MO 2060 I November 23,2022 --- Milek· Milek USA, Inc. 400 Sunrise Avenue, Suite 270 Rasevile CA 95661 Job Truss Truss Type Qty Ply R73652139 14226-22 T01C COMMON 5 1 Job Reference footlonal\ Mission Truss, Lakeside, CA -92040, 8.530 s Aug 11 2022 Milek lndustnes, Inc. Wed Nov 23 08:50:34 2022 Page 1 ID:Y6IXIDFRheSQUKvqI6KJmXyGb19-nWYulN1y2ieDXTErZj9BqC_xQQdZYasCSD9gQoyGLp3 -2~ 6-6-6 10-6-12 2-0-0 6-6-6 4-0-6 13-0.12 I 15-6-12 I 19-7-2 I 26-1-8 I 28-1-8 I 2-6-0 2-6-0 4-0-6 6-6-6 2-0-0 Scale= 1.50 2 3x4 = 3x10 = 5x8 = 4x8 = 4x8 = 2x4 II 3x10 = 6-6-6 a-a-a I 10-6-12 I 15-6-12 I 17-5-0 19-7-2 26-1-8 6-6-6 2-2-2 1-10-4 5-0-0 1-10-4 2-2-2 6-6-6 Plate Offsets (X Y)-· [2'0-5-2 0-1-8] [S·0-2-0 Edge] [6·0-0-0 0-0-0] [7·0-0-0 0-0-0] [8·0-5-2 0-1-8] [11·0-1-8 0-1-121 [12·0-1-8 0-1-121 [13·0-4-0 0-3-01 I I I I I ' I LOADING (psf) SPACING• 2-0-0 CSL DEFL. in (toe) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.16 10-11 >999 240 MT20 220/195 TCDL 21 .0 Lumber DOL 1,26 BC 0.58 Vert(CT) -0.54 10-11 >584 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.49 Horz(CT) 0.15 8 n/a nla BCDL 10.0 Code IBC2018/TPI2014 Matrix-MS Weight: 117 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.1&8tr G 2X4 DF No, 1 &Bir G 2X4 OF Stud/Std G BRACING- TOPCHORD BOT CHORD WEBS Structural wood sheathing directly applied or 2-10-4 oc pu~ins, Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-6 REACTIONS. (size) 2=0-3-8, 8=0-3-8 Max Horz 2=-43(LC 10) Max Grav 2=1600(LC 1), 8=1600(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3524/0, 3-4=-2846/0, 4-5=-621/31, 5-6=-621/31 , 6-7=-2846/0, 7-8=-3524/0 BOT CHORD 2-13=0/3277, 12-13=0/3277, 11-12=0/2639, 10-11=0/3277, 8-10=0/3277 WEBS 4-12=0/568, 6-11=0/568, 3-12=-858/4, 7-11=-858/3, 4-6=-2256/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B: Enclosed; MWFRS (directional) and C-C Ex1erior(2E)-2-0-9 to 1-7-4, lnterior(1 ) 1-7-4 to 13-0-12, Exterior(2R) 13-0-12 to 16-8-9, lnterior(1) 16-8-9 to 28-2-1 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1 .25 3) 200.0lb AC unit load placed on the bottom chord, 13-0-12 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live toad nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. £WARNING. Verily detlgn parameters and READ NOTES ON THIS ANO INCLUDED MITEI\ REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design valid for use only with MITeki& connectors, This design is based only upon parameters shown. and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify the applicebillty of design parameters and proper1y incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss "M!b and/or chord members only, Additk>nal tempe>rary and permanent bracing is atways requN"ed for stability and to prevent collapse with possible personal injury and property demage. For general guidance regarding the fabrication, s1or1ge, delivery, erection and bracing or trusset and truss systems, sea ANSflTP/1 Quality Crlt•rl•, oss.19 and SCSI Building Component S•fety lnform•tlon available from Truss Plale Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 23,2022 Nii" MiTek· MITok USA, Inc, 400 Sunrise Avonuo, Sul1e 270 Rosevile CA 95661 Job Truss Truss Type Qty Ply R73652140 14226-22 T02 HOWE 2 2 Job Reference lonlionall Mission Truss, Lakeside, CA -92040, 8.530 s Aug 11 2022 MITek Industries, Inc. Wed Nov 23 08:50:35 2022 Page 1 ID:Y6iXIDFRheSQUKvqI6KJmXyGb 19-Fj6Gyj 1 ap0m49dp 17RgQNPXDTq22H6cLhtuDzEyGLp2 -2-0-0 4-1-12 7-5-12 2--0--0 4-1-12 3-4--0 I 10-s-12 I 14-11-8 I 16-11-a I 3-4-0 4-1-12 2--0-0 Scale= 1307 4x4 = 4 4-1-12 7-5-12 10-9-12 14-11-8 4-1-12 3-4--0 3-4--0 4-1-12 LOADING (psf} SPACING-2-0-0 CSI. OEFL. in (loc} I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.04 9 >999 240 MT20 220/195 TCDL 21 .0 LumberDOL 1.25 BC 0.31 Vert(CT) -0.17 9-10 >999 180 BCLL 0.0 • Rep Stress Iner NO W8 0.14 Horz(CT} 0.05 6 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 125 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1&BtrG 2X4 OF Stud/Std G BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-27(LC 6) Max Grav 2=1736(LC 1), 6=1736(LC 1) FORCES. (lb). Max. Comp.!Max. Ten.• All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3940/0, 3-4=-3472/0, 4-5=-3472/0, 5-6=-3940/0 BOT CHORD 2-10=0/3701, 9-10=0/3701, 8-9=013701, 6-8=013701 WEBS 4-9=0/634, 3-9=-66210, 5-9=-66210 NOTES- 1) 2-ply truss to be connected together with 1 0d (0.131 "x3"} nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 • 1 row at 0-9-0 oc. Webs connected as follows: 2x4 • 1 row at 0-9-0 oc. 2) All toads 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 toads 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=8.4psf; BCDL=6.0psf: h=25ft; B=45ft: L=37ft: eave=5ft; Cat. ti; Exp B: Enclosed; MWFRS (directional}; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.25 plate grip COL= 1.25 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wtth any other live loads. 10) Girder carries hip end with 7-5-12 end setback. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1330 lb down and 92 lb up at 7-5-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 11-14=-46(F=-26), 1-4=-82, 4-7=-82 •--•=-110~ nn n~na., £WARNING. Verily design p1rameter1 and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7•73 rav 5119/2020 BEFORE USE. Design valid for use only with Milek® connector1. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system Before use, the building designer musl verify the ap~lcabillty of design parameters and property incorporate this design into 1he overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members onty. Additional lemporaty and pennanent bracing is always requited for stability and to prevent con1pse !Mth possible personal injury and property damage. For general guidance regarding the fabrlcotion, storage, dellve,y, erection and bracing or trusses 1nd truss systems, see ANSIITP/1 Quality Criteria, DSB-89 and SCSI BulldlnQ Component Safety /ntonnatlon avallablo from Truss Plato Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 23,2022 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 RosevWle CA 9~1 Job . Truss Truss Type Qty Ply R73652140 14226-22 T02 HOWE 2 2 Job Reference /ootionall Mission Truss. Lakeside, CA-92040, 8.530 s Aug 11 2022 MITek lndustnes, Inc. Wed Nov 23 08:50:35 2022 Page 2 ID: Y6iXI D FRheSQ UK vql6 KJmXyGb 19-Fj6Gyj 1 ep0m49dp 17 RgQ NP X DT q22H6clhtu DzEyGLp2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-1222 ,& WARNING-Venfy design parameten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/1912020 BEFORE USE Design valid for use only with MiTek~ connectors. This design Is based only upon parameters shown, and Is for an individual bulldlng compQnent, not a truss 1ysIem. Before use, the bulldlng designer must verity the applicability of design parameters and proper1y incorporate this design inlo the overall building design Bracing Indicated is to prevent buck.ling of Individual truss web and/or chofd members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possi~e personal Injury and property damage For oene<al guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Qu•llty Crtt•rf•. DSB-19 and SCSI Bui/ding Component S•f•ty lnformotlon available from Tniss Plate lnslilule, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Nii. Milek Milek USA, Inc. 400 Sunrise Avenue, Suite 270 Ro1evme CA 95661 Job . Truss Truss Type Qty Ply R73652141 14226-22 T02A Common 3 1 Job Reference loolionall Mission Truss, Lakeside, CA -92040, 8.530 s Aug 11 2022 MiTek lndustnes, Inc. Wed Nov 23 08:50:36 2022 Page 1 ID:Y6iXIDFRheSQUKvql6KJmXyGb19-kvgeA32DaKuxnnOOg8Bfvd3EKDKQOZfVwXenVhyGLp1 -2-0-0 7-5-12 14-11-8 16-11-8 2-0-0 7-5-12 7-5-12 2-0-0 Scale = 1 :30. 7 4x8 = 3 3x8 = 7-5-12 14-11-8 7-5-12 7-5-12 Plate Offsets (X Y)-[2·0-0-6 Edee] [4·0-0-6 Edee] I LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20,0 Plate Grip OOL 1.25 TC 0.85 Vert(LL) -0.11 6-9 >999 240 MT20 220/195 TCOL 21 ,0 Lumber OOL 1.25 BC 0,55 Vert(CD -0.32 6-9 >562 180 BCLL 0.0 * Rep Stress Iner YES WB 0.15 Horz(Cn 0.03 4 nta n/a BCOL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 51 lb FT= 20% LUMBER- TOPCHORO BOTCHORO WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&BtrG 2X4 OF Stud/Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. Rigid ceiling direc11y applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 4=0-3-8 Max Horz 2=-27(LC 10) Max Grav 2=931(LC 1), 4=931(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1382/42, 3-4=-1382/42 BOT CHORD 2-6=0/1233, 4-6=0/1233 WEBS 3-6=0/368 NOTES· 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-16; Vult=110mph (3--second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C EX1erior(2E)-2-0-9 to 1-7-4, lnterior(1) 1-7-4 to 7-5-12, EX1erior(2R) 7-5-12 to 11-1-9, lnterior(1) 11-1-9 to 17-0-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.25 plate grip DOL=1 .25 3) This truss has been designed for a 1 o .o psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0·0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members, 6) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. • WARNING· Verify dttlgn parameter! and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7•73 rev S/19/2020 BEFORE USE. Design v,lld for use onty with MITekCI connectors, This design Is based only upon parameters shown, and is for an Individual building component, not 1 truss system. Before use, the buHdlng designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members onty. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal Injury and property damage. For gentfel guidanu regaf'ding the fabrication. storage, delivery, erection Ind bracing of trusses and truss systems, see ANSIITPl1 Quality Crlterl•, DSB..,9 •nd BCSI Building Component S•fety Information •vailable ln>m Trt1ss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 23,2022 ■i· Milek· Milek USA, Inc. •oo Sunrlse Avenue, Suite 270 Ro,evill• CA 956R1 Job . Truss Truss Type Qty Ply R73652142 14226-22 Mission Truss, I -2-0-0 2-0-0 T03 Lakeside, CA -92040, 5-9-14 f>-9-14 9-3-6 3-5-7 SCISSORS 12-8-13 3-f>-7 3 1 Job Reference Cootionall 8.530 s Aug 11 2022 Milek lndustnes. Inc. Wed Nov 23 08:50:39 2022 Page 1 ID:Y6iXIDFRheSQUKvqI6KJmXyGb19-8ULno545tFGWeE7oMHIMXFhpuRKGDulxcVsR60yGLp_ 16-2-4 I 19-7-11 I 23-1-2 I 26-6-10 I 32-4-8 1 3-5-7 3-5-7 3-5-7 3-f>-7 f>-9-1 4 Scale= 1:57.3 Sx8 = 27 6 28 4X12 :::C 2 00 f°i2 5-9-14 9-3-6 12-8-13 16-2-4 19-7-11 23-1-2 26-6-10 32-4-8 5-9-14 3-5-7 3-5-7 3-5-7 3-5-7 3-5-7 3-5-7 5-9-14 Plate Offsets (X Y)-[2·0-3-13 0-0-1] [10·0-3-13 0-0-1] I LOADING (psi) SPACING-1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0,39 14 >992 240 MT20 220/195 TCDL 21.0 LumberDOL 1.25 BC 0.67 Vert(CT) -1.61 14 >241 180 BCLL 0.0 • Rep Stress Iner NO WB 0.25 Horz(CT) 0.73 10 n/a nla BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 159 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1&B1r G 2X6 DF SS G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 2-7-11 oc purtins. Rigid ceiling directly applied or 9-7-4 oc bracing. 2X4 DF No.1 &B1r G REACTIONS. (size) 10=0-3-8, 2=0-3-8 Max Horz 2=35(LC 33) Max Uplift 10=-118(LC 36), 2=-139(LC 35) Max Grav 10=1097(LC 1), 2=1216(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5107/798, 3-4=-4910/651, 4-5=-4201/427, 5-6=-3502/171, 6-7=-3502/173, 7-8=-4213/423, 8-9=-4940/652, 9-10=-5207 /814 BOT CHORD 2-17=-75014887, 16-17=-51 3/4908, 15-16=-345/4717, 14-15=-90/4018, 13-14=-81/4030, 12-13=-342/4746, 11-12=-524/5005, 10-11 =-789/4988 WEBS 6-14=0/2005, 4-16=0/297, 5-15=0/397, 7-13=0/402, 8-12=0/303, 3-16=-553/122, 4-15=-842/0, 5-14=-772/9, 7-14=-779/5, 8-13=-851/0, 9-12=-588/136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; 8=4511; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C EX1erior(2E) -2-0-9 to 1-7-4, lnterior(1) 1-7-4 to 16-2-4, Exterior(2R) 16-2-4 to 19-7-11 , lnterlor(1) 19-7-11 to 32-4-8 zone: cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 10, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 1 o and 139 lb uplift at joint 2. 9) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1,33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-4-8 for 77 .2 plf. £ WARNING -Verify design parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7•73 rev $/19/2020 BEFORE USE Design vtlld for use only 'Mth Miltkll connectors, This design it based only upon partmeters shown, and Is for an lndlvidual building component, not a 1russ syslem. Before uH, 1he building designer musl verify 1he applicabill1Y of design parameler, and p,operty lncorporale 1his design lnlo lhe overall building design. Bracing indicated Is to prevent buckling of lndJvldual truss web and/or chord members only. Addi1ional temporary and permanent bracing is always required for slabllity and to preven1 collapse with possible personal Injury and property damage For general guidance regarding 1he fabrication, 11orage, derivery, erection and bracing of 11\lsses and 11\lss sys1em1, see ANSIITP/1 Quality Crllorla, DSB-U and SCSI Bui/ding Component S.tfat)' lnfotmftlon available from Truss Plate lnstltute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 23,2022 Nii Milek MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 M ,.:_ "' Job . Truss Truss Type Qty Ply R73652143 14226-22 T03GE GABLE 1 1 Job Reference loolionall Mission Truss, lakeside, CA-92040. 8.530 s Aug 11 2022 MITek lndustnes, Inc. Wed Nov 23 08:50:42 2022 Page 1 I D:Y6IX I DFRheSQ UK vql6KJmX yGb 19-Y31 wQ67zAAf5VirN 1 Pl39uJJyeSIQ DeNIT55h KyGlox -2-0-0 I 5-4-3 10-8-5 16-0-8 2-0-0 5-4-3 5-4-3 I 21-5-14 I 26-11-3 I 32-4-8 I 34-4-8 5-5-5 5-5-5 5-5-5 2-0-0 MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x4 :::. 4x8 ~ 3x4 = 27 26 8-1-2 8-1-2 4.00[12 25 24 3x4 .::::, 23 22 21 20 3x4 = 16-0-8 7-11-6 Plate Offsets (X Y)-(2·0-1-4 0-2·0] (2·0-4-0 Edge! I I I LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 21 .0 LumberDOL 1.25 BC 0.20 BCLL 0.0 Rep Stress Iner NO we 0.37 BCDL 10.0 Code IBC2018/TPl2014 Matrix-S 19 3x4 = 4x8 = 18 17 3X8 = DEFL. in Vert(LL) -0.01 Vert(CT) -0.01 Horz(CT) 0.01 16 15 24-3-6 8-2-14 (loc) 1/defl 2-27 >999 8-9 >999 8 n/a 3x4 ~ 14 13 Ud 240 180 n/a 12 3x4 = Scale= 1:58.0 3x6 ~ 11 10 9 8-1-2 PLATES GRIP MT20 220/195 Weight: 237 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.1&Btr G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING- TOPCHORO BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 23-24, 11-12. REACTIONS. (lb)- All bearings 32-4-8. Max Horz 2=50(LC 34) Max Uplift All uplift 100 lb or less atjoint(s) 17, 26, 10 except 8:..149(LC 36), 2=-199(LC 35), 23=-448(LC 35), 12=-438(LC 36) Max Grav All reactions 250 lb or less at joint(s) 8, 27, 26, 25, 24, 22, 21, 20, 18, 16, 15, 14, 13, 11 , 1 o, 9 except 8=385(LC 63), 2=495(LC 57), 23=846(LC 32), 17=709(LC 1 ), 12=870(LC 33) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-764/603, 3•4=-255/489, 4-5=-4361481 , 5-6=-437/476, 6-7=-2691518, 7-8=-763/605 BOT CHORD 2-27:..578/686, 26-27=-372/501, 25-26=-269/388, 24-25=-166/295, 22-23=-276/319, 18-20=-235/278, 17-18:..342/384, 16-17:..322/37 4, 12-13=-286/338, 11-12=-146/276, 10-11 =-249/371, 9-10=-352/482, 8-9=-576/696 WEBS 3-23=-626/77, 4-23=-891/594, 4-17=-520/450. 5-17=-487/36, 6-17=-514/425, 6-12=-919/602, 7-12=-656196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph: TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45fl: L=37fl; eave=5fl: Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2E)-2-0-9 to 1-7-4, lnterior(1) 1-7-4 to 16-0-8, Exterior(2R) 16-0-8 to 19-8-5, lnterior(1) 19-8-5 to 32-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1 .25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 100 lb uplift al joint(s) 17, 26, 10 except (jt=lb) 8=149, 2=199, 23=448, 12=438. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11 ) This truss has been designed for a moving concenlrated 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. ·--,:-11ar-4 nn n!:llna? £WARNING. Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 te• 5119/2020 BEFORE USE Design v•lid for use only with MiTeke connectors. This design is based only upon parameters sho\Nfl, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applieablllty or design parameters and proper1y Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or Chotd members only. Additional temporary and permanent bracing ls al'Nays required for stability and lo prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing or trusses end truss syatems, see ANSIITP/1 Quallty Criteria, DSB-19 and SCSI Bulfdlng Component S•fety /nform•tlon available from TNss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 November 23,2022 M1Tek USA, Inc 400 Sunrise Avenue, Suite 270 Ros•viltA CA 9§Nl.1 Job Truss Truss Type Qty Ply • R73652143 1,4226-22 T03GE GABLE 1 1 Job Reference (optional) Mission Truss, Lakeside, CA -92040, 8.530 s Aug 11 2022 MITek Industries, Inc. Wed Nov 23 08:50:43 2022 Page 2 ID:Y6iXIDFRheSQUKvql6KJmXyGb19-0FbleS8cxTny6rQZb6pli5sUi2oX9guXX7qfEnyGLow NOTES- 12) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-4-8 for 77.2 pit. 13) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. £ WARNING -Venfy design parameter. and READ NOTES ON THIS ANO INCLUOEO MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Oestgn valid for use only w;th MiTeke connectors. This design 11 based only upon parameters ahovm, and Is for an lndlvldual bullding component, not a truss system, Before use, the buildlng designer must verify the ap~ictbility of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss Yl8b and/or chord members onty. Additional lemporary and permanent brac,ng is atways required for stability and to prevent collapse 'IMth possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of 11\Jsses end 11\Jss systems, see AN$/ITPl1 Qu1llty Crltorl1, 0S8-U ind SCSI Bui/ding Component S•fety lnformetJon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Nii. Milek MITek USA, Inc. 400 Sunrise Avenue, Suite 270 l>oseville CA 9""" 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-~,e'' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MITek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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 where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1 : National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 ~~ 0 ~o ~ 0 I ~ 0 0 ~ t-...,..._ ___ _......_..._ ...... ______ ...... ...._ __ ___,....,.o ___ ....,c1._.a _______ ce....,.1 _________ c_~ ..... -I-- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311 , ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1 397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved -- Milek MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSlfTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 1 o. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21 .The design does not take into account any dynamic or other loads other than those expressly stated. ALLIED E.t\RTH TECH. ()LOG1· r---. , ) - Rh3E. TH\ Pl CrT l -vBAD BUILD/ G DiVISION GEOTECHNICAL INVESTIGATION PROPOSED ADDITIONS TO EXISTING RESIDENCE 2450 UNICORNIO STREET CARLSBAD, CALIFORNIA PROJECT NO. 23-1127G6 JANUARY 31, 2023 PC2022-0050 2450 UNICORNIO ST 1-- 2450 UNICORNIO: NEW (766 SF) ADDIT ION AND (2000 SF) REMODEL. FOR NEW (854 SF) ADU , KITCHEN RELOCATION AND BATHROOM RECONFIGURE 2156102800 2/14/2023 PC2022-0050 ALLIED EAR~rl-1 TEC H~OLOG R )8f:.Rf(I \'-If January 31, 2023 Marrokal Design & Remodeling LLC 9642 River Street Lakeside CA 92040 Subject: Gentlemen: Project No. 23-112706 Geotechnical Investigation Proposed Additions to Existing Residence 2450 Unicornio Street Carlsbad, California In accordance with your request, we have performed a geotechnical investigation for the proposed additions to the existing residence on subject,property, located at 2450 Unicomio Street, in the City of Carlsbad, State of California. It is our understanding that additions are proposed along the front and rear of the residence. The proposed additions, consisting of a total of766 square feet, will be one-story in height; ofwood- frame/stucco and slab-on-grade construction. The approximate location of subject property is shown on Figure No. 1, entitled, "Site Location Map". The purpose of this geotechnical investigation was to inspect and determine the subsurface geotechnical conditions and certain physical engineering properties of the soils beneath the site, so that engineering recommendations could be presented for the safe and economical development of the site as proposed. In order to accomplish this purpose, representatives of our firm visited the property on January 16, 2023, to review the topography and general site conditions. Two exploratory borings were excavated with a portable bucket auger at locations on the site where the most useful information may be obtained. The approximate location of the exploratory borings is shown on Figure No. 2, entitled, "Approximate Location of Exploratory Borings". Project o. 23-112706 Marrokal Design & Remodeling LLC 01/31/23 2450 Unicomio Street Page 2 The exploratory borings were excavated to a depth of 5 feet below existing ground surface. The soils encountered in the exploratory borings were logged by our field representative, and the results summarized on Figure Nos. 3 and 4, inclusive, each entitled,' Boring Log Sheet". Samples of the soils encountered were obtained for laboratory testing and analysis, as presented on page L-1 attached hereto. I. From the site inspection, it was determined that : a. Subject property is a rectangular-shaped property of 0.26 acres, located on the west side of Unicornio Street, north of Vianda Court. A one-story residence currently occupies the level building pad along the front of the site. b. There is a backyard behind the residence. Along the rear of the backyard a 20-foot high fill slope descends in a westerly direction towards a concrete-lined brow-ditch above a 30-foot high cut slope along the side of Zodiac Street. c. A rectangular-shaped addition is proposed in the backyard in the southwest comer of the building. The remainder of the proposed addition will be in the front , southeast comer of the residence. Subsurface Soil Conditions d. According to the Geologic Map of the Encinitas Quadrangle, the general area is underlain by the Tertiary Santiago Formation.. On subject property, the soils encountered consist of locally derived fill soils consisting of light brown silty/ clayey fine sand. The upper 24 inches of these fill soils were found to be loose and compressible .. e. Laboratory test results indicate that the soils encountered on the site possess medium expansion potential (Expansion Index = 68). f. No subsurface seepage or groundwater were encountered in the exploratory borings to a depth of 5 feet Geologic Hazards g. Ground Shaking -_The most likely geologic hazard to affect the site is ground shaking as a result of movement along one of the active fault zones mentioned above. For seismic design purposes, soil parameters in accordance with the 2019 edition Project o. 23-112706 Marrokal Design & Remodeling LLC 01/31/23 2450 Unicomio Street Page 3 h. of the California Building Code were determined, and presented in the report. Surface Rupture -Surface rupture is the result of movement of an active fault reaching the surface. According to available geologic maps, there are no earthquake faults on the property, or in the general area, and no faults were observed during our site investigation. Based on our observations and experience, it is our opinion that there is little probability of surface rupture due to faulting beneath the site. However, lurching and ground cracking are a possibility as a result of a significant seismic event on a regional active fault. 1. Liquefaction Potential -In consideration of the competent dense formational soils underlying the site; the soil types encountered; and the lack of a high groundwater level, it is our opinion that the soil liquefaction does not present a significant geotechnical hazard to the proposed site development. J. Landslides -Subject property is situated in a graded residential subdivision, underlain by compacted fill soils and competent natural formation. A review of available geologic maps did not reveal the presence of any ancient landslides on subject or adjacent properties. The potential for landslides on subject or adjacent properties is considered minimal. 2. Based on the results of the investigation, there appear to be no significant geotechnical hazard constraints on site that preclude the construction of the accessory dwelling unit, and it is our opinion that the design and construction is feasible from a geotechnical engineering standpoint, provided that the recommendations presented in this report are incorporated into the design plan( s) and are properly implemented during the construction phase : a Prior to commencement of construction, it is recommended that the site be cleared and grubbed, and all debris hauled away and disposed of off-site. b. It is recommended that the loose upper soils to a depth of 24 inches within 5 feet outside the foundation line of the proposed additions (and up to edge of the existing structure) be removed and temporarily stock-piled on site. The over-excavation should be inspected by our firm, and then scarified to a depth of at least 8 inches. The removed soils should be properly moistened, placed and uniformly compacted in lifts on the order of 6 to 8 inches until finished grade is achieved. Project No. 23-1127G6 Marrokal Design & Remodeling LLC 01 /31 /23 2450 Unicomio Street Page4 c. All fill soils are to be compacted to at least 90 percent of maximum dry density at near optimum moisture content, in accordance with ASTM D1557. d. It is recommended that a safe allowable soil bearing value of 2,000 pounds per square foot be used in the design and checking of continuous footings that are a minimum of 12 inches in minimum horizontal dimension, and interior spread footings that are a minimum of 24 inches in minimum horizontal dimension, and are embedded at least 12 inches (for single story) or 18 inches (for two stories) below the surface of the competent natural or compacted fill ground. e. It is recommended that all continuous footings be reinforced with four #5 rebars; two rebars located near the top, and the other two rebars near the bottom of the footings. Isolated pier footings should be reinforced with a minimum of 2 #5 rebars in each direction, placed near the bottom of the footing. f. The concrete slab-on-grade should be 4 inches net in thickness, and be reinforced with #3 rebars @ 18 inches on center, placed at mid-height of concrete slab. The concrete slab should be underlain by 4 inches of clean sand. In areas to be tiled or carpeted, a 10-mil moisture barrier should be placed at grade and be overlain by one-inch of protective sand cover. This moisture barrier should be heavily overlapped or sealed at splices. Please note that the above foundation and slab reinforcement recommendations are based on soil characteristics, and should be superseded by the requirements of the project architect or structural engineer. g. To resist lateral loads, it is recommended that the pressure exerted by an equivalent fluid weight of 300 pounds per cubic foot be used for footings or shear keys poured neat against competent natural soils. The upper 12 inches of material in areas not protected by floor slabs or pavements should not be included in the design for passive resistance. This value assumes that the horizontal distance of the soil mass extends at least 10 feet or three times the height of the surface generating the passive pressure, whichever is greater. h A coefficient of sliding friction of 0.35 may be used for cast-in-place concrete over competent natural or compacted fill soils. Footings can be designed to resist lateral loads by using a combination of sliding friction and passive resistance. The coefficient of friction should be applied to dead load forces only. 1. The seismic design factors were detennined in accordance with 2019 California Building Code, and presented on the following page : Project No. 23-112706 Marrokal Design & Remodeling LLC 01/31 /23 2450 Unicornio Street Site Coordinates Latitude = Longitude = Risk Category = Site Class = Spectral Response Acceleration At Short Periods Ss = Spectral Response Acceleration At 1 Sec. Periods SI = Sms = Sml = Sds = Sdl = Seismic Design Category = Fa = Fv = Page 5 33.1047 -117.2527 II C 0.957 g 0.349 g 1.148 g 0.524 g 0.765 g 0.349 g D 1.2 1.5 J. The addition in the backyard is at least 22 feet back from the top of the fill slope, which meets the requirements of Figure No. 1808.7.1 of the California Building Code requirement ofH/3 or 18 feet. k. It is recommended that our firm review the building plans to ensure that our recommendations as presented herein ae properly incorporated into the plans. 1. It is further recommended that the proposed site development be accomplished in accordance with the approved plans and applicable regulations, except where items 2(a) to (k) above are more stringent. Project No. 23-112706 Marrokal Design & Remodeling LLC 01/31/23 2450 Unicornio Street Page L-1 LABORATORY TEST RESULTS 1. The maximum dry density and optimum moisture content of the fill soils encountered were determined in accordance with A.S.T.M. D1557, Method A. The results of the tests are presented as follows : Soil Type 1 Maximum Soil Dry Density Description (lbs.I cu.ft.) Light brown silty/clayey fine sand 120.0 (SM/SC) Optimum Moisture Content (% Dry Wt.) 11.5 2. The Expansion Index of the most clayey soils was determined in accordance with A.S.T.M. D4929-l l. The results of the test are presented as follows: Soil Type 1 Soil Description Light brown silty/clayey fine sand (SM/SC) Expansion Index 68* *Considered to possess MEDIUM expansion potential' NOTTO SCALE PROJECT NO. 23-1127 G6 FIGURE NO. f I I ( ) 225 SQ FT ADDITION !El 1ST FLOOR 2 ~ SQ FT SIN.3U Fll'4V P!:Sme1'Q: (N) 854 SQ FT ADU Q. 4's0. I • I I I I r_7 cL.N) 20 SO FT ADOrTION . :r ------ I I h I • / t "?'O' r . -/. ··'------__,,____, / 1----...l--.__. __ .,___~----1-----_.;. I I • ,.. I ~~~ ~~1-~Q FT I ADU ADDfTIO~ I L-----~------78.50' 2450 UNICORNIO STREET APPROXJMAT~ LOCATION OF EXPLORATORY BORINGS PROJECT N0.23-1 l 27 G6 ' - -•-NOTTbscALE LEGEND B l APPROXIMATE LOCATION OF EXPLORATORY BORING Qcf COMPACTED FIU Tso SANTIAGO FORMATION FIGURE N0.2 FT. ix 0 lkt~ 1 I f 2 WI 3 I 4 Vi 5 BORING LOG SHEET BORING NO.1 Elev. 408' msl DESCRIPTION Brown, moist, loose (Residual/topsoil) CD Light brown, moist, medium dense (Compacted Fill) SOIL TYPE SIL TYCLA YEY FINE SAND (SM/SC) SIL TY/CLAYEY FINE SAND Bottom of Boring (No Refusal) LEGEND 0-Indicates representative sample Project No. 23-112706 Figure No. 3 FT. l), 0 ,~ 1 ,._ ~ 2 ✓/ 3 ~ 4 5 BORING LOG SHEET BORING NO. 2 Elev. 408' msl DESCRIPTION Dark brown, moist, loose (Residual/topsoil) Small fractured rocks Light brown, moist, medium dense (Compacted Fill) Occasional fractured rocks SOIL TYPE SIL TY/CLA\t\' FINE SAND (SM/SC) SILTY/CLAYEY FINE SAND Bottom of Boring (No Refusal) Project No. 23-112706 Figure No. 4 (cityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID • • This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to Issuing a building permit. The City will not Issue any building permit without a completed school fee form . Project# & Name: Permit#: Project Address: Assessor's Parcel #: Project Applicant: (Owner Name) PC2022-0050 CBRA2023-0046 2450 UNICORNIO ST 2156102800 DEAN CASE Residential Square Feet: New/Additions: ------------------ Second Dwelling Unit: 521 SF ADDITION (TOTAL ADU IS 854 SF AS 333 SF IS BEING CONVERTED FROM EXISTING DWELLING) Commercial Square Feet: New/Additions: ------------------ City Certification:City of Carlsbad Building Division Date: 03/30/2023 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person D Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331 -5000 LI Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 ~ San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) N1' San Marcos Unified Sch. District ~255 Pico Ave Ste. 100 San Marcos, CA 92069 • Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) l}!;l.l Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: ___ ➔u-J.,..+11WJJ-~~l"1,a~'U"lr.,..,_,JV1-----~-------- Title: Admlniatrative Ana~St Date: QL( /as/2.023 Name of School District: __ ____,;\ ... S.-.+ML\,,..,,L.,_J ... !lo.,.s.L-1.,D.,,__ _______ Phone: 760 -2-'J D -Z.6 4'f COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, C/1 92008•7314 I 442·339-2719 I 760-602-8560 f I bulldlng@carlsbadc11.govIwww.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1, ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO fACIUTA TE RAPID INSTALLATION OF EROSION At-10 SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT, 2. THE OWNER/CONlRACTOO SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE aTY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL J. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE OTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS 00 UNfORES!:.C:N CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40Z), SILT #ID OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION ANO SEDIMEN1 CONTROL AND PERIMETER PROTECTION BES1 MANAGEMENT PRAC11CE MEASURES MUST BE INSTALLED AND MAINTAJNED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUC110N AS NEEDED TO ENSURE COMPLIANCE \',!TH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIF1CATE: I UNDERSTAND ANO ACKNO\\lEOGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACllCES (SUPS) OURING CONSTRUCTION ACllv11lES TO lliE l,IAXIMUM EXTENT PRACTICAllLE TO AVOID 'M: MOBIUZA110N Of POllUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE Cf STORM WA "!ER TO CONSTRUCTION REI.A TED POLLUTANTS; AND (2) ADHERE TO, ANO AT All TIMES, COMPLY 'MTH Tl-llS CITY APPRO\£D TIER 1 CONSTRUCTION SYf'PP THROUGHOUT TiiE DURATION OF' lHE CONSTRUCTION AC1lv1TIES UNTIL TiiE CONSffiUCTION WORK IS COl.1Pl£Tt ANO APPROVEO BY THE CITY OF' CARLSBAD. . &:-o-. vP/~ 01/rNER S ER S ENT AME PRIN E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 0 I., BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE CB SW Erosion Conlrol Setfiment Control BMP, Ttackll'l9 Nor.Stom> Waler Wasle M~agement and Malerials BMPs ConlrclBMPs Management BMPs Pollutioo Con~o! BMPs C .§ C i E ii -g .2 "' 0 -0 ., u u E C "C 0 6 ,!i ·E' 0 li C 0 ~ .; .s 2 :.-:: .., _g. 0 :E 'gt: "' l; ;;; 1 1 a-~ "' "' C. .!i :§ ., "' ~ 0 "' Best Management Practice' o'd C Co .. i a, C. 'E !s ll !s w ~ C .2 ~ cJ ., 0 C ~ ~ 0 ] UC ll .1; ~ "' ""' a, -~ !i u l;, u "' "' .. i .,, 2 (BMP) Description ➔ de ., ~ .. -.!! 0 ~-~ '2~ "2 ~ .§ e !ig !i ::, ii ~ :, u C Q 15 "' "' 0--"' ., e_ " 2 0 g' if ., a,: 0 g} ~~ .!:,! it .,,:;:; ., ~-~ ~ 8' 0 ~ 3: "' i .., £.ti ., i iS ~ l ;; :, ,g i8 t"' ·J ~ :g i .,, o. e ..,o i 8-., _;g _.., ig -.;l! ! 'a.5 -c eo rn .,i 6 .; ~ vid: ~~ ~~ ~8 l 0 co <.? w.S u'5 <I>> "'"' >0 ::E<n ::f VlU "'2 CASQA Deslgna:lon ➔ ,... "' "' .., .... IO "' ,... 0:, 0 N .., ,... a:, 'T N ..., i .,., I .!., I 'T :L I I I ..L ..L I 'T ~ I 'T I I I I I I u u 0 w bl bl w bl I!: Vl V> V> (J') i i i i i ConstnicliOn AdMty ""' w "" "' "' VI "' V, V> z z z z Grodino/Soil Disturbance Trenchlna/E:xcaV<:ttion Stoeklllllno DrOllnn /Rorinn Conerete/Asohatl Sowcuttino Concrete Flalwork Pcvlno Conduit/Floe lnst0R0tion Stucco/Morter Worl< Waste Ol!lllosol Sto•lnn /Lov Down /Veo £nulnment Maintenance and Fuellnn Hozordoos Sllbstance Use/Storaae Dewaterila Site Access Across Dirt other flist \: Instructions: 1, Check the box lo the left of all applicable eonslruclion octlYily (flfsl column) expected lo occur during construction. 2. Located along the top of the BMP Table is a Hst of BMP's with It's corresponding Collfornio Stormwoter Quality Assoelotion (CASQA) designation number. Choose one or more BMPs )'OU Intend to use during construction from the 11:it. Check the box where the chosen octivlty row Intersects with the BMP c<llumn. 3. Refer to the CASQA construction handbook for information and detais of the chosen BMPs and how to opply them to the project. PROJECT INFORMATION ~ ~-"'i .§ li 6 g' NC oo :,:;::f "' I 1 SHOW THE LOCA TTONS OF ALL CHOSEN BMPs ABOVE Site Address, 2Cf50 UniCOrf'iO '5\-, CM\s.'oac:) ON THE PROJE:CTS SITE PLAN/EROSION CONTROL PLAN. SE:E THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field inspection- Page 1 of 1 Assessor's Parcel Number: 215-2(p() -Qec)o Emergency ~loct: Name: .::,Y1C\clcn tQ<aO.(" 24 Hour Phondo\9-L\',-\-C\300 Construction Threot lo Storm Weter Ouolity (Ched< Box) 0 MEDIUM O LOW ~ i~ .d ~ g' &a U::f a:, I i REV 02/16 CLIMATE ACTION PLAN CONSISTENCY CHECKLIST Development Services Building Division 1635 Faraday Avenue 442-339-2719 { Cicyof Carlsbad B-50 RE .r r:: ! /E Dwww.carlsbadca .gov lUl PURPOSE CITY U I. ,,1-~LSBAD BUILDING DIVISIO This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Ei\ compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certif d ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CAL re Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordin~e, check N/A and provide an explanation or code section describing the exception. ,,;,- The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy C and Green Code sections. Appllcatlon lnfonnatlon Project Name/Building Permit No.: PC-2022-0050 BP No.: Date: 02/06/23 PropertyAddress/APN: 2450 Unicornio St./ 215-260-14 ApplicantName/Co.: Terry (Permits in Motion) ApplicantAddress: 4715 60th St. San Diego, CA 92115 Contact Phone: 619-944-555 7 Contact Email: permits@permitsinmotion.com Contact information of person completing this checklist (if different than above): Name: Mark Duncan Contact Phone: 858-549-9000 Company name/address: Marrokal Design & Remodeling Contact Email: mduncan@marrokal.com619-994-:g 8-50 Page 1 of 7 Revised 12122 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation , the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $breakdown ___________ _ Construction Type I Complete Section(s) I Notes: II] Residential D New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU l!!!!I Additions and alterations: l!!!!I BPV < $60,000 N/A All residential additions and alterations D BPV 2: $60,000 1A,4A 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are D BPV 2: $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 28* *Multi-family dwellings only where 2:$1,000,000 BPV AND BPV <! $1,000,000 affecting 2:75% existing floor area D Nonresidential and hotels/motels D New construction 1 B, 28, 38, 48 and 5 D Alterations: D BPV 2: $200,000 or additions 2: 18, 5 1,000 square feet D BPV 2: $1 ,000,000 18, 28, 5 Building alterations of 2: 75% existing gross floor area 2: 2,000 sq. ft. new roof addition 28,5 1B also applies if BPV 2: $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted . 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The• indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV 2: $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TOM)*) It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. 3 Checklist Item Check the appropriate boxes, explain all not applicable and exception ttems, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information . Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. i] Residential addition or alteration 2: $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. □ N/A _________ _ □ Exception: Home energy score 2:7 (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option : □ Duct sealing □ Attic insulation □Coolroof □ Atticinsulation !!! 1978 and later Select one option: !!! Lighting package □ Water heating package □ Between1978 -1991 Select one option: □ Duct sealing □ Attic insulation □ Cool roof □ 1992 and later Select one option: □ Lighting package □ Water-heating package B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations 2: $200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix AS. At least one measure from each applicable building component required. □ NIA _______ _ AS.203.1.1 Choose one: □ Outdoor lighting □ Restaurant service water heating (Section 140.5 of the CEC) □ Warehouse dock seal doors □ Daylight design PAFs □ Exhaust air heat recovery 0 N/A ---------- AS.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (Projects with indoor lighting AND mechanical} □ NIA ________ _ AS.211.1 •• □ On-site renewable energy: □ N/A AS.211.3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 □ Elevators and escalators:(Project with more than one elevator or two escalators) □ N/A AS.213.1 □ Steel framing: (Provide details on plans foroptions 1-4 chosen) 0 N/A. ________ _ * High-rise residential buildings are 4 or more stories. ** For alterations;?: $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 2B below) instead. 4 2. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use addrtional CFA orSARA #d.u. Calculated kWdc* Exception sheets if necessary) □ 0 □ □ Total System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1 .15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. B. □ Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) □ Gross Floor Area (GFA)Method GFA: Min.System Size: kWd □If< 10,000s.f. Enter: 5 kWdc □ If.: 1 O,OOOs.f. calculate: 15 kWdc x (GFA/10 ,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method C. 0 AnnualTDV Energy use:*** ______ x .80= Min. system size: _____ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. *All newly constructed non residential, hoteUmotel and hlghrtse multifamily buildings that are required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the cartsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(g). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: □ Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: □ Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: □ Heat pump water heating system with recirculation loop tank and electric backup. □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recover OR: □ System meets performance compliance requirements of section 150.1 (d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. □ Exception : _____________________________________ _ B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: □ Required: Water heating system derives at least 40% of its energy from one of the following: □ Solar-thermal □ Photovoltaics □ Recovered energy □ Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □ Solar water heating system with .40 solar savings fraction 3. Hotel/motel: □ Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) □ Required: Located in garage or conditioned space Exception: 6 4. Electric Vehicle Charging A. liJ Residential -New construction and major alterations.• This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: !!!!I One and two-family residential dwelling alterations with no electrical panel upgrade (No EV space required) □ ADU (no EV space required when no additional parking facilities are added) □ One and two-family residential dwellings with attached garage and electrical panel upgrade □ One EV Ready parking space required D Exception: __________ _ □ New and major alterations to multi-family and hotel/motel projects: D Exception: ________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) I EV Ready (25% of Total I EV chargers (5% of Total) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building pemiit valuation~$60,000 or include an electrical service panel upgrade. (2) for muttifamily dwellings (three untts or more wtthout attached garages), alterations have a building permit valuation~ $200,000, interiorfinishesare removed and significant sttework and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. D Non-Residential -New construction □ Exception : ____________ _ Please refer to Section 18.21 .040 of the CMC when completing this section Total Pari<ing Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS Onstalled with EVSE) □ 0-9 1 1 □ 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 □ 101-150 25 6 □ 151-200 35 9 □ 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces = .20x Total parking spaces proposed (rounded upto nearest whole number) EVSE Installed = Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSEothermaybe "EV Ready" or "EV Space" 7 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use Office (all)2 Restaurant Retaib Industrial Manufacturing Warehousing EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 EmpADTI 1000 s.f.1 13 11 4.5 3.5 3 1 1 Unless otherwise noted , rates estimated from /TE Trip Generation Manual, 1 ()th Edition 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Reta il uses include shopping center, variety store, supermarket, gyms, pharmacy , etc. Other commercial uses may be subject to special consideration sample ca1culatjons; Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TDM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: ___________ _ Name: ______________ _ Date: _______________ _ Phone No.: _____________ _ 8 ( City of Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: jj]YES □ NO Complies with CMC 18.30.060 or 18.21.050 12]Yes D N/A Existing Structure, year built: _1_97_9 ___ -1 Prepared Energy Audit? Des Ii] No Energy Score: _____ _ Efficiency Measures included in scope: High Efficacy Lighting R-38 Attic Insulation Tankless Water Heater 2. PHOTOVOL TAtc SYSTEM APPLICABLE: DYES ~ NO Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l(c)14 D Yes DIA Size of PV system (kWdc): Sizing PV by load calculations If by Load Calculations: OYes ONo Total calculated electrical load: 80% of load: Exception Requested Exception Approved BYes~ Yes ONo 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES [j]NO 4. s. Complies with CMC sections 18.30.020 18.20.030 and/or 18.30.050? Alternative Source: □ Electric □ Passive Solar Exception Requested Exception Approved ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: OYes ON/A DYes OYes DYES Complies section with CMC 18.21.030? Panel Upgrade? D Yes ON/A D Yes ONo Required Provided Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces : Hardship Requested Hardship Approved ---r:'.jves □Yes TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TOM Report on file with city? ONo □No DYEs[ZJNo OYesONo □Yes DNo