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Home My WebLink About257 JUNIPER AVE; ; CBR2022-0472; PermitPrint Date: 12/05/2022 Permit No: CBR2022-0472 Building Permit Finaled Residential Permit Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: 257 JUNIPER AVE, CARLSBAD, CA 92008-8244 BLDG-Residential 2042402900 $8,800.00 Work Class: Lot #: Project #: Cogen Status: Applied: Issued: 02/17/2022 03/31/2022 Finaled Close Out:12/05/2022 #of Dwelling Units: Track #: Plan #: Closed - Finaled Plan Check #: Orig. Plan Check #:Bathrooms: Final Inspection:04/21/2022Bedrooms:Construction Type: Occupant Load: Code Edition: Sprinkled: INSPECTOR:Alvarado, Tony ROOF MOUNT SOLAR, 22 MODS, 8.8 KW (E-REVIEW)Description: Project Title: Applicant: PWR LOGIX SOLAR CHRIS VAN VELDEN 35556 LILAC LN YUCAIPA, CA 92399-5117(909) 991-2172 Property Owner: CO-OWNERS FOURMONT PAT P AND MICHELLE E 257 JUNIPER AVE CARLSBAD, CA 92008 Contractor: CHRIS VAN VELDEN 35556 LILAC LN YUCAIPA, CA 92399-5117 (925) 570-7629 AMOUNTFEE SB1473 – GREEN BUILDING STATE STANDARDS FEE $1.00 SOLAR–RESIDENTIAL: per kW $268.00 STRONG MOTION – RESIDENTIAL (SMIP)$1.14 Total Fees:$270.14 Total Payments To Date:$270.14 Balance Due:$0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad CA 92008-7314 ï 442-339-2719 ï 760-602-8560 f ï www.carlsbadca.gov Building Division Page 1 of 1 {"Cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Est. Value PC Deposit Date Job Address Unit: APN: CT/Project #: Lot #: Year Built: BRIEF DESCRIPTION OF WORK: PRIMARY APPLICANT PROPERTY OWNER Name: Name: Address: Address: City: State: Zip: City: State: Zip: Phone: Phone: Email: Email: DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Business Name: Address: City: State: Zip: Phone: Email: Architect State License: Address: City: State: Zip: Phone: Email: CSLB License #: Class: Carlsbad Business License # (Required): APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 1 REV. 10/21 New SF : Living SF, _ Deck SF, Patio SF, Garage SF Is this to create an Accessory Dwelling Unit? Y N New Fireplace? Y N , if yes how many? _________ Solar: KW, Modules, Mounted: Roof Ground, Tilt: Y N, RMA: Y N, Battery: Y N, Panel Upgrade: Y N Other: Additional Gas or Electrical Features? Pool/Spa: SF Is the area a conversion or change of use? Y N Remodel: SF of affected area □ □ □ □ ( City of Carlsbad 00 0 0 0 0 0 0 00 0 0 00 00     THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER:__________________ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): 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. Policy No. -OR- 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: -OR- 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 become 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. 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: CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city’s approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGNATURE: DATE: Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor’s License Law for the following reason: 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). -OR- I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor’s License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor’s License Law). -OR- I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, FORM B-61 “Owner Builder Acknowledgement and Verification Form” is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city’s approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: DATE: Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 10/2 -OR - □ □ □ □ □ □ □ Building Permit Inspection History Finaled PERMIT INSPECTION HISTORY for (CBR2022-0472) BLDG-Residential 02/17/2022Application Date:Permit Type:Owner:COOWNER FOURMONT PAT P AND MICHELLE E Cogen 03/31/2022Work Class:Issue Date:Subdivision:PALISADES # 2 09/27/2022Expiration Date:Status: IVR Number: 38746 Closed - Finaled 257 JUNIPER AVE CARLSBAD, CA 92008-8244 Address: Scheduled Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection InspectionActual Start Date 04/21/2022 BLDG-35 Solar Panel 181063-2022 Scheduled Tony Alvarado Incomplete COMMENTS PassedChecklist Item BLDG-Building Deficiency No BLDG-Final Inspection 181064-2022 Passed Tony Alvarado Complete COMMENTS PassedChecklist Item BLDG-Structural Final April 21, 2022: 1. Roof mounted PV solar unit system, per engineered plans and detail specifications-approved. 2. Electrical meter service number (5901411). 3. Released electrical meter to SDGE-approved. Yes BLDG-Electrical Final April 21, 2022: 1. Roof mounted PV solar unit system, per engineered plans and detail specifications-approved. 2. Electrical meter service number (5901411). 3. Released electrical meter to SDGE-approved. Yes Thursday, April 21, 2022 Page 1 of 1 {cityof Carlsbad Patt Fourmount Page 1 of 16 2/14/2022 Patt Fourmount 257 Juniper Ave Carlsbad, CA 92008 Dass Strucmral Engineers 1655 Shertington Pl, Z 202, Newport Beach, CA 92663 Email: dass.structural@gmail.com, Mobile No -9492957943 STRUCTURAL CALCULATIONS ROOF R}'b ~ YION FOR LLATION Phone 949.295.7943 I 1655 Sherington Pl, Z 202, Newport Beach, CA 92663 Patt Fourmount Page 2 of 16 Dass Strucmral Engineers 1655 Shertington Pl, Z 202, Newport Beach, CA 92663 Email: dass.structural@gmail.com, Mobile No -9492957943 Structural Evaluation Report for Roof PV Installation Scope: Structural Evaluation includes checking of the added weight to be less than 5% allowable dead load and added mass is less than 10% of existing building mass per CEBC 19. The design involves the withdrawal design for lag screws for wind. Capacity of existing roof rafters are checked with woodw r: s software based on the information provided by the contractor. Please note that Checking of the isting lateral system, structural integrity of tiles/shingles/roofing plywood, footing, Existing Patios a d Hi r miscellaneous structural members are beyond the scope of this report . All other solar co go e installation and design are per manufacturer recommendations. Existing Structural Description: The Structural information for the building was ob ain~ site investigation performed by Contractor. The roof is made of at 2x4 at 24" o.c ith max span, with atleast a min 1/2" Plywood topped by Tiles. The lateral force resistance fort e b ilding is achieved by light framed stud walls in both perpendicular directions. The½" thick ply.wood acts as a diaphragm and distributes lateral forces. ~ Proposed PV Layout and System: Contractor proposes to instalFSolar Panels per the PV plans to produce the intended power output. A Typical PV System cd 1sts of Solar Panels installed on an Aluminum Racking system made of Rails and Connection connected to the existing roof joist · screws. els and the racking system are rated for 130 Mph (Strength) wind velocity perm urer's s ns. Please see the Appendices for Layout and Connection method. ~0 ::::::11 ::::tions: siO : ~ Gravit Lo ystem does increase the gravity weight on the structure and this increas g calculations. Please see the attached spreadsheet report under LOA SE CALCULATIONS for detailed calculations. e roof can handle the additional weight from the PV Panels. Wina Loading: ifhe proposed PV system has a very low profile and does not create any secondary eddies on the roof level and hence the Roof profile has no dynamic impact on the wind flow over the building. The Installation of the PV system does not increase the wind loading on the building. The panels and the racking system are rated for 130 Mph (Strength) wind velocity per manufacturer's specifications. As per the calculations, the uplift forces are well within the allowable connection capacity. Please see the attachment for woodworks report with point loads from Dead and wind loads. Phone 949.295.7943 I 1655 Sherington Pl, Z 202, Newport Beach, CA 92663 Patt Fourmount Page 3 of 16 Dass Strucmral Engineers 1655 Shertington Pl, Z 202, Newport Beach, CA 92663 Email : dass.structural@gmail.com, Mobile No -9492957943 Snow Loading: 20 psf Snow load has been considered. Seismic Loading: The proposed PV system does increase the weight on the structure, however, it does not increase more than 10% of the seismic mass as stipulated by Chapter 34 of CBC-19 . Therefore, no seismic retrofit of the structure is required. All the connections of the PV system to the existing roof members are designed to carry seismic forces generated during a seismic event. Installation of PV Racking: Please see PV Plans. Serviceability Issues: The resulting deflection of the joist due to the added loads is neg igil:ile, Please note that this report doesn't warranty any existing deficiencies in structure or co , t actor' workmanship or work performed by other subs. This report and calculations have ee performed based on information provided by the contractor. Please contact Dass Structural for any questions regarding this report. o ~ Thanks, '::S;, flj, Praveen Dass, P.E ~r,j ~ (jflj, ov ~0 ~~ &~ «_OV .~0 ~ ,-v,<::-q_flf-~ ~ rt' Phone 949.295.7943 I 1655 Sherington Pl, Z 202, Newport Beach, CA 92663 Patt Fourmount Page 4 of 16 Dass Structural Engineers 1931 Newport Blvd, Costa Mesa, California, 92627 Email: praveensjce@hotmail.com, Mobile No -9492957943 (Ex) LOAD CRITERIA & LOAD INCREASE CALCULATIONS CHECK FOR ADDED MASS << 10% OF BLDG WEIGHT PER CEBC CH 34 Location: (E) Roof System: 1/2" Plywood Roof with Shingles Gravity (Ex) Underlayment (Ex) Shingles (Ex) (1) 1/2" plywood (Ex) 2x Framing 1 (Ex) Insulation (Ex) Mech / Misc. (Ex) Gyp Board (N) PV Module 2 For Gravity Design (Ex) Dead Load (N) Dead Load Seismic Partitions and Exterior Walls 1. Existing Framing a. (Ex) 2x Framing = 2. PV Modules: a. Module DL (psf) 1.0 2.7 1.6 0.6 1.0 1.0 2.8 3.0 __ 1_0_. 7 __ psf )i... ~L = 20 psf reducable + Mech'I Units \..> SL=20psf 10.7 sf ------,..-.,;:;.,. 26.7 psf ad Load on the Existing Roof dd Roof % Increase in Remarks Load (#'s) Roof D.L (Ex) Roof Wt (N) Add Roof % Increase in Remarks psf Load (#'s) Roof D.L 27 825 2.04% < 10% Hence OK Patt Fourmount Page 5 of 16 Dass Str1 1655 Sherington Pl, Z202, Newport Beach, CA 92663 Email: dass.strucutral@gmail.com, Mobile No -9492957943 Wind Design per ASCE 7-16 Data: C Exposure= Wind speed V Kz= 130 mph (ultimate) 0.85 Table 30.3-1 ASCE 7-16 Kd = 0.85 Table 26.6-1 ASCE 7-16 I= 1 ASCE 7-16 Kzt= 1.00 h = 22.00 ft q = 0.00256KzKz11<,iV21 q= 31 .26 psf q/1 .6= 19.54 psf (Allowable Loads) Component Forces per ASCE 7-16 Input Data: Joist/Truss Spacing Joist/Truss Trib Span 24 in 18 ft ROOF COMPONENT WIND PRESSURES: FORCE DETERMINATION PER SEC 29.4.4 OF ASCE 7-16 10 DJ "" I ~~ cs®®l\ ~ ' '" " --1\ ' ~ ..,,_, -l=EI= ~ -H ,--- .JJ -2.0 .IJ ..., ,., B ELEVATION ... ... , - -U o~-~~~-~ ~~. :): ~=: == Effective Wind Area, ft 2{m2) Fig 30.3-2 6 Ea 29.4-7 ASCE 7-16 YE 1.5 Sect 29.4.4 ASCE 7-16 (All panels are assumed ex be conservative) Ya 0.8 Fig 29.4-8 ASCE 7-16 ~ Effective Wind Area 36.00 sq ft .s;:;. Note: The Panels are installed within the Zon G 2c of the GCp Values per Fig 30.3-28 ASC Zone 1 & 2c GCp Values 4 GCp+ 0.7 (Do ►, GCp--2 (U Ii Max Downward P f PV Panel . Lengt Width LOADI Demand Bolt Tensions (Up) or ~ Demand Bolt Compression (Down) or 72 in 42 in f -809 lbs -404 lbs/ft 283 Lbs 142 lbs/ft Eq 29.4-7-ASCE 7-16 Eq 29.4-7-ASCE 7-16 PV DEAD LOADS ACTING PERPENICULAR TO PANEL Typical Bolt Horizontal Spacing Typical Bolt Vertical Spacing PV Dead Load (See Load Criteria) Area Trib to Each Bolt Demand Bolt Vertical Loading (Down) or 72 in 42 in 3 psf 17 sf 52 lbs 26 lbs/ft Patt Fourmount Page 6 of 16 Loads: Load Type Loadl Dead Load2 Dead Load3 Dead Load4 Roof constr. Self-weight Dead COMPANY PROJECT JOIST CHECK WITH POINT Feb. 20, 2020 10:07 LOADS FROM PV Design Check Calculation Sheet Woodworks Sizer 2019 Distribution Pat-Location [ft] tern Start End Full Area No Point No 3.50 Point No 7.50 Partial Area Yes 0.00 3.00 Full UDL No Magnitude Unit Start End 8.00(24.0") 25 25 20.00(24.0" 1. 2 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (irf J f CF 14• Unfactored: Dead Roof Live Factored: Total Bearing: Capacity Joist Support Des ratio Joist Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup *Minimum bearin 55 89 144 469 586 for end supports and 1/2" for interior supports L'1) A Lumber-soft, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") ~-~ \ Supports: All -Timber-soft Beam, D.Fir-L No.2 Roof joists , aced at 24.0" c/c; Total length: 14.04'; Clear span: 6.958', 6.958'; Volume= 0.5 cu.ft. 44 -6 44 469 586 0.09 0.08 #1 0.50* 0.50* 1.00 1.00 1. 25 625 Lateral support: top continuous, bottom= at end supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 201s: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv 28 Fv' 162 psi fv/Fv' 0.17 Bending(+) fb 698 Fb' 1941 psi fb/Fb' 0.36 Bending(-) fb 657 Fb' 1311 psi fb/Fb' = 0.50 Dead Defl'n 0.07 < L/999 Live Defl'n 0.07 < L/999 0.47 L/180 in 0.16 Total Defl'n 0.18 L/478 0.70 L/120 in 0.25 Patt Fourmount Page 7 of 16 D ~I ____ W_o_o_d_W_o_rk_s_®_S_iz_e_r _____ s_o_FTW_A_R_E_FO_R_w_o_o_o_o_E_s_1G_N ____ ~ Beam1 Woodworks® Sizer 2019 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 0.90 1 .00 1.00 1.00 1.00 1.00 1 Fb'+ 900 1.25 1 .00 1.00 1.000 1. 500 1.15 1.00 1.00 2 Fb'-900 1.25 1 .00 1.00 0. 676 1. 500 1.15 1.00 1.00 2 Fcp' 625 1 .00 1.00 1.00 1.00 E' 1 .6 million 1 .00 1.00 1.00 1.00 2 Emin' 0.58 million 1 .00 1.00 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear LC #1 D only Bending(+): LC #2 D+Lr Bending(-): LC #2 D+Lr Deflection: LC #2 D+Lr (live) LC #2 D+Lr (total) R}'b Bearing Support 1 -LC #2 D+Lr Support 2 -LC #2 = D+Lr Support 3 -LC #1 = D only D=dead L=live S=snow W=wind I=impact Lr=roof All LC's are listed in the Analysis output Load Patterns: s=S /2, X=L+S or L+Lr, =no Load combinations: ASCE 7-16 / IBC 2018 ~ live Lc~concentrated ~2\uake pattern load in thi 1"1sp~ CALCULATIONS: V max= 102, V design= 96 lbs; M(+) = 178 EI= 8.57e06 lb-inA2 "Live" deflection is due to all non-dead Total deflection= 1.5 dead+ "live" Lateral stability(-): Lu= 14.00' Le= Design Notes: loads (live, wirr , snow ... ) 25.75' .9; Lu based on full span Page2 1. Woodworks analysis and design are in ace e with t ernational Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS plem 2. Please verify that the default deflection · · ur application. 3. Continuous or Cantilevered Beams: quires that normal grading provisions be extended to the middle 2/3 of 2 span beams and t s and other spans. 4. Sawn lumber bending member ed according to the provisions of N DS Clause 4.4.1. Patt Fourmount Page 8 of 16 Loads: Load Type Loadl Dead Load2 Dead Load3 Dead Load4 Roof constr. Load5 Wind C&C Load6 Wind C&C Load7 Wind C&C Self-weight Dead COMPANY PROJECT JOIST CHECK WITH POINT LOADS FROM PV Feb. 20, 2020 10:07 AND WIND (DOWN) Design Check Calculation Sheet -------- Woodworks Sizer 2019 Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Full Area No 8.00(24.0") Point No 3.50 25 Point No 7.50 25 Partial Area Yes 0.00 3.00 20.00(24.0" Point No 3.50 142 Point No 7.50 142 Partial Area No 0.00 3.00 Full UDL No Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Len ,!'----------------14.042' ----~------H------------,,,r l x Unfactored: Dead 55 Wind 95 Roof Live 89 Factored: Total Bearing: Capacity Joist Support Des ratio Joist Support Load comb Length Min req'd Cb Fcp s *Minimu 165 469 586 34 6 820 586 0.42 0.59 #5 0.50* 0.50* 1. 75 1. 75 1. 25 625 setting used: 1/2" for end supports and 1/2" for interior supports Lumber-soft, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 14.04'; Clear span: 6.958', 6.958'; Volume= 0.5 cu.ft. 14' 44 -11 -6 44 469 586 0.09 0.08 #1 0.50* 0.50* 1.00 1.00 1. 25 625 Lateral support: top= continuous, bottom= at end supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Patt Fourmount Page 9 of 16 D ~I ____ W_o_o_d_W_o_rk_s_®_S_iz_e_r _____ s_o_FTW_A_R_E_FO_R_w_o_o_o_o_E_s_1G_N ____ ~ Beam1 Woodworks® Sizer 2019 Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 288 psi fv/Fv' = 0.19 Bending(+) fb = 940 Fb' = 2484 psi fb/Fb' = 0.38 Bending(-) fb = 869 Fb' = 1364 psi fb/Fb' = 0.64 Dead Defl'n 0.07 = < L/999 Live Defl'n 0 .11 = L/789 0.47 = L/180 in 0.23 Total Defl'n 0.21 = L/404 0.70 = L/120 in 0.30 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Fv' 180 1.60 1 .00 1 .00 1.00 1.00 Fb'+ 900 1.60 1 .00 1 .00 1.000 1.500 1.15 1.00 1.00 Fb'-900 1.60 1 .00 1 .00 0.549 1.500 1.15 1.00 1.00 Fcp' 625 1 .00 1 .00 1.00 1.0 E' 1.6 million 1 .00 1 .00 1.00 1.00 3 Emin' 0.58 million 1 .00 1 .00 1 00 1 00 3 CRITICAL LOAD COM#B51NATIONS: -0~ Shear LC D+.6W .l Bending(+): LC #3 D+.75(Lr+.6W) Bending(-): LC #3 D+.75(Lr+.6W) Deflection: LC #3 D+.75(Lr+.42W) (live) )..._ LC #3 D+.75(Lr+.42W) (total) v~ Bearing Support 1 -LC #3 = D+.75(Lr+.6W) ~ Support 2 -LC #5 = D+.6W v-"\,V Support 3 -LC #1 = D only ,.___y D=dead L=live S=snow W=wind I=impact Lr=roof live ~~!'ncentrated E=earthquake All LC's are listed in the Analysis output ~~ Load Patterns: s=S/2, X=L+S or L+Lr, _=no pat~ load in this span Load combinations: ASCE 7-16 / IBC ~018 :v CALCULATIONS: ~ V max= 193, V design= 188 lbs;~( l = 240 16 s-ft; M(-) = 222 lbs-ft EI = 8. 57e06 lb-in"2 11i.., r>t "Live" deflection is due to ~"l._~""Hon-dea&Y'o~ds (live, wind, snow ... ) Total deflection= 1.5 dea , ~ive" ~ Lateral stability(-): L -4.00' 25 .75' RB= 21.9; Lu based on full span Design Notes: Page2 1. WoodWorks anal ce with the ICC International Building Code (IBC 2018), the National Design Specificatio sign Supplement. 2. Please veri s are appropriate for your application . 3. Continuous Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/ II length of cantilevers and other spans. 4. Sawn I I be laterally supported according to the provisions of N DS Clause 4.4.1. Patt Fourmount Page 10 of 16 Loads: Load Type Loadl Dead Load2 Dead Load3 Dead Load4 Roof constr. Load5 Wind C&C Load6 Wind C&C Load7 Wind C&C Self-weight Dead COMPANY PROJECT JOIST CHECK WITH POINT LOADS FROM PV Feb. 20, 2020 10:06 AND WIND Design Check Calculation Sheet Woodworks Sizer 2019 (UPLIFT) Distribution Pat-Location [ft] Magnitude tern Start End Start End Full Area No 8.00(24.0") Point No 3.50 25 Point No 7.50 25 Partial Area Yes 0.00 3.00 20.00(24.0" Point No 3.50 -404 Point No 7.50 -404 Partial Area No 0.00 3.00 -23.00(24.0 I Full UDL No 1. 2 Unit Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Len ,!'----------------14.042' ----~------H------------,,,r Unfactored: Dead Wind Roof Live Factored: Uplift Total Bearing: Capacity Joist Support Des ratio Joist Support Load comb Length Min req'd Cb l O' 55 -255 89 -120 144 469 586 0.31 ! 7' 820 586 0.28 0.39 #2 0 .50* 0 .50* 1. 75 1. 75 1. 25 Fcp s 625 Lumber-soft, D.Fir-L, No.2, 2x4 (1-1/2"x3-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 14.04'; Clear span: 6.958', 6.958'; Volume= 0.5 cu.ft. 14' 44 29 -6 62 469 586 0.13 0 .11 #5 0.50* 0.50* 1.00 1.00 1. 25 625 Lateral support: top = continuous, bottom = at end supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Patt Fourmount Page 11 of 16 D ~I ____ W_o_o_d_W_o_rk_s_®_S_iz_e_r _____ s_o_FTW_A_R_E_FO_R_w_o_o_o_o_E_s_1G_N ____ ~ Beam1 Woodworks® Sizer 2019 Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 58 Bending(+) fb = 698 Bending(-) fb = 1230 Dead Defl'n 0.03 = < L/999 Live Defl'n -0.19 = L/443 Total Defl'n -0.15 = L/563 Additional Data: FACTORS: F/E(psi) CD CM Fv' 180 1.60 1 .00 Fb'+ 900 1.25 1 .00 Fb'-900 1.60 1 .00 Fcp' 625 1 .00 E' 1.6 million 1 .00 Emin' 0.58 million 1 .00 CRITICAL LOAD COMBINATIONS: Shear LC #4 . 60+. 6W Bending(+): LC #2 D+Lr Bending ( -) : LC #4 . 60+. 6W Ct 1.00 1.00 1.00 1.00 1.00 1.00 Fv' = Fb' = Fb' = 0.47 = 0.70 = CL 1.000 0.549 Deflection: LC #4 .6D+.42W (live) LC #2 D+Lr (total) Bearing Uplift 288 1941 1364 L/180 L/120 CF 1. 500 1. 500 psi psi psi in in Cfu Cr 1.15 1.15 fv/Fv' fb/Fb' fb/Fb' Cfrt 1.00 1.00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.0 1.00 l(Jtf o~ (lj = 0.20 = 0.36 = 0.90 0.41 0.21 Support 1 -LC #2 D+Lr Support 2 -LC #2 D+Lr Support 3 -LC #5 D+.6W Support 1 -LC #4 .6D+.6W Support 2 -LC #4 .6D+.6W D=dead L=live S=snow W=wind I=impact Lr=roof All LC's are listed in the Analysis output ~q) lif e i ~=concentrated E=earthquake Load Patterns: s=S/2, X=L+S or L~r ,. _=no Rat£ern load in this span Load combinations: ASCE 7-16 /~~ 2 018 ,......,. CALCULATIONS: ·' V max= 202, V design= 202 ,os~ (+) =\1'1 8 lbs-ft; M(-) = 314 lbs-ft EI= 8.57e06 lb-inA2 ~ ~ loads (live, wind, snow ... ) 4 4 "Live" deflection is due Total deflection= 1 Lateral stabilit -Le= 25.75' RB= 21.9; Lu based on full span Design Notes: Page2 1. WoodWorks ordance with the ICC International Building Code (IBC 2018), the National Design Specifi Design Supplement. 2. Please · limits are appropriate for your application . 3. Cantin . NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/ he full length of cantilevers and other spans. 4. Sawn I ers shall be laterally supported according to the provisions of N DS Clause 4.4.1. Patt Fourmount Page 12 of 16 Dass Structural Engineers 1931 Newport Blvd, Costa Mesa, California, 92627 Email: dass.strucutral@gmail.com, Mobile No -9492957943 Seismic Forces per Chapter 13, ASCE 7-16 (13.3-1) Fp is not required to be taken as greater than (13.3-2) and Fp shall not be taken as less than (13.3-3) where Fp = seismic design force Sm= spectral acceleration, short period, as determined from Section 11.4.4 ap = component amplification factor that varies from 1.00 to 2.50 (select appropriate value from Table 13.5-1 or 13.6-1) Ip = component importance factor that varies from 1.00 to 1.50 (see Section 13.1.3) WP = component operating weight Input Data: Sds = a = p R -p- z/h = Trib Area= Trib Mass= Wp= 1.747 g's 1 Patt Fourmount Page 13 of 16 Dass Structural Engineers 1931 Newport Blvd, Costa Mesa, California, 92627 Email: dass.strucutral@gmail.com, Mobile No -9492957943 LAG BOLT DESIGN CHECK PER NDS 15 FOR TYPICAL FLAT BED SYSTEM Check for 5/16" Lag Screw w/ 2.5" minimum penetration, W/ Cd=1 .6 Bolt Forces Seismci Loadings on bolts: Horizontal Force per Each Bolt Allowable Shear Load per NOS Wind Loadings on bolts: Vertical Force per Each Bolt Horizontal Force per Each Bolt 35 lbs ( Allowable) 208 lbs The Bolt is OK -809 lbs 0 lbs NOS Values for 5/16" dia Lag Screw w/ 2.5" Embedment Allowable Tensile Load per NOS Allowable Shear Load per NOS Tension and Shear Interaction Conclusion: 1064 lbs 304 lbs The Bolt is OK The Bolt is OK Patt Fourmount Page 14 of 16 Dass Structural Engineers 20B, 1300 Adams A venue, Costa Mesa, California, 92626 Email: praveensjce@hotmail.com, Mobile No -9492957943 RAFTER/TRUSS ANCHORAGE CHECK FOR WIND UPLIFT Truss/Rafter Length Truss/Rafter Spacing Roof Load including PV Panels Total End Reaction Total# of bolts connected to Rafter/Truss Allowalble Uplift/Bolt Total Uplift on Rafter/Truss Allowable Uplift Capacity for (2)#8 Toe nails Total Uplift Demand Total Uplift Capacity DCR Conclusion: Hence No uplift, Rafter/Truss Anchorage is OK. 14 ft 2 ft 10 sf 280 #'s 1 380 Lbs 380 Lbs 339 Lbs 380 Lbs 619 Lbs 0.61 <1 Hence, OK Patt Fourmount Page 15 of 16 68 DOWEL-TYPE FASTENERS 11.2 Reference Withdrawal Design Values 11.2.1 Lag Screws 11.2.1.1 The reference withdrawal design values, in lb/in. of penetration, for a single lag screw inserted in side grain, with the lag screw axis perpendicular to the wood fibers, shall be determined from Table 11.2A or Equation 11.2-1, within the range of specific gravities and screw diameters given in Table 11.2A. Reference withdrawal design values, W, shall be multiplied by all applicable adjustment factors (see Table 10.3.1) to ob- tain adjusted withdrawal design values, W'. 11.2 .1.2 When lag screws are loaded in withdrawal from end grain, reference withdrawal design values, W, shall be multiplied by the end grain factor, Ceg = 0.75. 11.2 .1.3 When lag screws are loaded in withdrawal, the tensile strength of the lag screw at the net (root) section shall not be exceeded (see 10.2.3). W = 1800 G312D314 (11.2-1) Table 11.2A Lag Screw Reference Withdrawal Design Values (W)1 Tabulated withdrawal design values ('V) are in pounds per inch of thread penetration into side grain of main member. Len th of thread enetration in main mem her shall not include the len t~o -me ta ered ti see A endix L . 0.73 0.71 0.68 0.67 0.58 0.55 0.51 0.50 0.49 0.47 0.46 0.41 0.40 0.39 0.38 0.37 0.36 0.35 0.31 397 381 357 349 281 260 469 450 422 413 332 307 232 2 22§ 2 218 2 20 t ~' 2 2 9 rn 3 05 ;;~-198 tiw 190 15:5 183 149 176 143 169 137 132 110 163 156 130 538 516 484 252 243 235 226 218 210 202 194 186 179 149 604 668 905 1016 1123 1226 5~ 868 974 1077 :ii;1 6 813 913 1009 ~ 1 ~ff! ::: ::~ ~~! ~:; 9~ 437 516 592 664 734 ~~ 390 461 528 593 656 'l:1-1 378 447 §13 576 636 312 302 283 273 264 254 245 236 227 218 209 200 167 367 434 498 559 617 345 334 312 302 291 281 271 261 251 241 231 222 185 408 467 525 580 395 369 357 344 332 320 308 196 285 273 262 118 453 508 562 423 475 525 409 459 508 395 443 490 381 428 473 367 412 45§ 353 397 438 340 381 422 326 367 405 313 352 389 300 337 373 150 281 311 1176 1103 1078 869 802 716 695 674 634 613 574 554 535 516 497 479 461 443 425 407 339 1. Tabulated withdrawal design values (W) for lag screw connections shall be multiplied by all applicable adjustment factors (see Table 10 .3.1). AMERICAN WOOD COUNCIL 1327 1273 1193 1167 940 868 775 752 730 686 664 621 600 579 559 538 518 49,8 479 460 441 367 Patt Fourmount Page 16 of 16 ft, == Ill ~ C.) ft, C, C ... 94 DOWEL-TYPE FASTENERS Table 11K LAG SCREWS: Reference Lateral Design Values (Z) for Single Shear (two member) Connections1,2,3 I I with1/4" ASTM A 36 steel side plate,or ASTM A 653, Grade 33 steel side plate (forts< 1/4") ~ ~ .gen' "' ii'. 8 :;;-~ ~ _gi ., ~ ;s: 4 ~ 0 Q <i) ., cc ~ ., ..Q 0...0::: .=--. cc ¢::: (],)~ 0 Q. c::l J: (.) ;s: c/) E"' ~ ~ -"' "'cc u. u. ~~ 0:: -o·ro ., "' ~., "' "' LO~ Q) "' "' ~ if N <l) ""' 8 0) ~~~~~ cc ""'., $ 1i1 l(~ ~ ~"5> l"-0 ('l)j7' LO ~ ~ cc «>O LOU ..L. 6 ~E ~ u er~ ;§:: C cr1..c. <>"15 gi.~ 0 -0 ci (],) =s 'r 6 0 " o E 0" <ri~ ~ 0002ts ¼ o -~:c " ., II-~ 0 II O ,,_.,. II O <l) " ., II -Q_ II '-'v 0.. (],) (],) II Q c/) f-_,o 0 Q'. 0 2 Cf) 0 O 006 0O:I: 0 I C)c/) 0Ct'.'.~ CJW Cl),S:,S: 0Z t, D Z11 Z.1. Z11 Z.1. z,, Z.1. Z11 Z.1. Z11 Z.1. Z11 Z.1. Z11 Z.1. Z11 Z.1. Z11 Z.1. Z11 Z.1. in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs.,, ,-lbs. lbs. 0,075 114 170 130 160 120 150 110 150 110 150' 100 140 100 140 100 130 90 130 90 . (} 90 (14 gage) 5116 220 160 200 140 190 130 190 130 190 ,130 180 120 180 120 170 110 170 (~ 100 3/8 220 160 200 140 200 130 190 130 190 120 180 120 180 120 170 110 170 l 170 100 0.105 114 180' 140 170 130 160 120 1,60 120 160 110. 150 110 150 110 140 100 ~o. If 140 90 (12 gage) 5/16 230 170 210 150 200 140 200 140 190 130 190 130 190 ·120 180 110 ,._1 0 170 110 3/8 230 160 210 140 200 140 200 130 200 130 190 120 190 120 180 110 I ~ 180 _ 110 170 110 0.120 114 190 150 180 130 170 120 170 120 160 120 160 110 160 110 150 it) i~~~ 100 140 100 (11 gage) 5/16 23q 170 210 150 210 140 200 140 200 140 190 130 190 130 180 1 0 8Q 120 180 110 3/8 240 170 220 150 210 140 210 140 200 130 200 130 190 120 180, 110 < 180 110 180 110 0.134 114 200 150 180 140 180 130 170 130 170 120 160 120 160 110 15~~ 150 100 150 100 (10 gage) 5116 240 180 220 160 210 150 210 140 200 140 200 130 200 13°( ~19 120 180 120 180 120 3/8 240 170 220 150 220 140 210 140 210 140 200 130 200 13P 190, 120 190 120 180 110 0.179 114 220 170 210 150 200 150 200 140 190 140 190 130 190 130~ ~ 120 170 120 170 120 (7 gage) '5/16 260 190' 240 170 230 160 230 160 230 150 220 150 22~ 150 130 200 130' 200 130 3/8 270 190 250 170 240 160 240 160 230 150 220 140 220 14P 210 130 210 130 200 130 0.239 114 240 180 220 160 210 150 210 150 200 140 190 140 19.0 180 120 180 120 180 120 (3 gage) .5116 300 220 28_0 190 270 180 260 180 260 170 250 160 ~ 160 230 150 230 150 230 140 318 310 220 280 190 2/0 180 2/0 180 260 1 /0 2b0 16Q. I 160 240 140 230 140 230 140 7116 l!20 290 390 260 380 '240 37,0 '240 3,60 23.Q 360 ~JO'"" ~o 220 330 2i 0 330 200, 320 190 112 510 ,3,40 470 300 l!60 290 ~50 28.0 MO 27~';'1 430 ~si-4~0 260 ~00 2~0 400 230 390, 230 6/8 770 490 710 436_ ...lM 4ob f/80 400_ ,~ 380 ~O\. MO 636 '360 ..1s600 330 690 330 1J 80 320 ,_ ,_ 314 1110 670 1020 690 980 560 970 550 95.0 530 ~~<tcsoo 910 500 860 450 850 460 840 440 7/8 1510 880 1390 780 1330 730 1320 710 ·1280 69~ ~~60 650 1230 .660 1170 590 1160 590 1140 570 1 1940 1100 1780 960 1710 910 1]00 890 1660 -86., 60-0 820 1690 810 1500 740 1480 730 1460 710 114 114 240 180 220 160 210 150 Z1~150 20u l #200 140 190 130 180 120 180 120 180 120 6/16 310 220 280 200 270 180 !';{~ 180 260 170 250 170 250 160 230 150 230 150 230 140 3/8 32a 220 290 190 280 180 ~ 180 27(j 70 260 160 250 160 240 150 240. 140 230 140 ,_ 280 1\.:420 '"260 i2. wo• 240 ''370 210 7/16 480 320 4~0 il 390 390 -230 "'.120 360 210 360 112 680 390 640 340 510 32~~ 60,9 31(/ 480 290 48Q 290 460 2ZO ·450 260', 440 260 1J.L ~60 7§0 tj70 0 ~o _<l@lO.: 720 4~ J20 4qg_ -fil_Q 400 --&§0 3z,L J $10. 3~ ,_§_40 BM 314 1200 730 1100 640 ~o 1!~1~ I~ 670 990 640 980 530 930 490 920 480 900 470 7/8 1600 930 1470 82J.~ l o 770 140 . 7 0 1360 720 1320 690 1310 680 1240 630 1220 620 1200 600 1 2040 1160 1870 1!).(lO "'-1 0 95Q .-e1780 930 1730 900 1680 860 1660 840 1670 770 1560 760 1630 740 . ..., ,,, . 1. Tabulated lateral design values (Z)_~~ mult1phea ,0 ~apphcable adJustment factors (see Table 10.3.1). 2. Tabulated lateral design valuese,~:.or "reduced , -~diameter" lag screws (see Appendix L) inserted in side grain with screw axis perpendicular to wood fibers;.minimum screw p~trlil.!1O p, mto the m m e-m r equal to 8D; dowel bearing strengths (F,) of 61,850 psi for ASTM A 653, Grade 33 steel and 87,000 psi for AS-TM A 36 stee,J1an.s,ro-e' ending ',i gths (F,-b): F,b = 70,000 psi for D = 1/4"; Fyb = 60,000 psi for D = 5/16"; F,b = 45,000 psi for D ~ 3/8" 3. When 4D ~ p < 8D, tabhlated lateral desi~ ~) shall be multiplied by p/8D. ~ '"..:s q,f/i-~ ~ rt' AMERICAN WOOD COUNCIL