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HomeMy WebLinkAbout2424 UNICORNIO ST; ; CBR2022-1008; PermitBuilding Permit Finaled Residential Permit Print Date: 12/06/2022 Job Address: (cityof Carlsbad Permit No: CBR2022-1008 Status: Closed -Finaled Permit Type: 2424 UNICORNIO ST, BLDG-Residential 2152500700 $46,202.34 CARLSBAD, CA 92009-5320 Work Class: Second Dwelling Unit Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Applied: 03/08/2021 Issued: 06/29/2022 Finaled Close Out: 12/06/2022 Final Inspection: 11/30/2022 INSPECTOR: Alvarado, Tony Kersch, Tim Description: BLAZE: DETACHED ADU (300SF) WITH PATIO COVER (160 SF)/REPLACE CBR2021-2048 Applicant: TOBY DONNELLY 1550 VIA ALLONDRA SAN MARCOS, CA 92078-5142 (310) 386-8917 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) Property Owner: BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 5401 KENOSHA LN IRVINE, CA 92603-3528 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) Total Fees: $922.00 Total Payments To Date: $922.00 Contractor: ROBERT BROD ESSER 1550 VIA ALLONDRA SAN MARCOS, CA 92078-5142 (760) 533-8601 Balance Due: AMOUNT $420.00 $210.00 $194.00 $98.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest 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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad C'R> fL 2-02= l -=s 7q 2... RESIDENTIAL C, 1?,(L. "Z. 0-Z.2. -l 00 9 A'\,,.l,( BUILDING PERMIT -.,,ran criec ~ ------ Est. Value APPLICATION PC Deposit B-1 Date Job Address 2-4-~ 7-4 rl Lin /(CI(} , 'a Unit: _____ APN : __________ _ CT/Project #: __________________ Lot #:. ____ Year Built: _________ _ BRIEF DESCRIPTION OF WORK: _ __,.,Cl.""'-~&-,."". =-.S,1,:.~:;;.....::,S....___~_---'.......:.----'--------------- 0 New SF : Living SF, Deck SF,, ___ Patio SF, Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N, if yes how many? ___ _ D Remodel: _____ S.F of affected area Is the area a conversion or change of use? O YO N 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □ Solar: ___ KW, ___ Modules, Mounted:0 Roof O Ground,· Tilt: 0 YO N, RMA: 0 Y O N, Battery:O YO N, Panel Upgrade: OYON Electric Meter number: ------------0th er: APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above infarma ·e agree ta comply with all City ordinances and State laws relating to bui ing construction. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 C)IJ THIS PAGE REQU IRED 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: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is inf u/l force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): 0 1 have and will maintain a certificate of consent to self-insure for workers' cempensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is Issued. Policy No .. __________________________________________ _ -OR- D 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: lnsuranceCompany Name: ________________________ 1 Policy No. ____________________________ Expiration Date:-----------------• -OR- ,c,f 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 ~ect 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) Clvll 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; accessJ:Pil<lsfea,em1s, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and oth enc.umbrances to development have been accurate ~h'own and labeled a well as all on-site grading/site preparation. All improvements existing on the property were completed in accor nc with all regula~i-t-t;ie-time-e eir construction, unles otherwise noted. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D 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- D 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- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D 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./ understand that a capyof the applicable law, Section 7044of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:! lwww.leginfo.ca.gov! ca/aw. 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): owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 PERMIT INSPECTION HISTORY for (CBR2022-1008) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 03/08/2021 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Issue Date: 06/29/2022 Subdivision: LA COST A MEADOWS #1 Expiration Date: 01/17/2023 IVR Number: Inspection No. COMMENTS 39565 Inspection Status Address: 2424 UNICORNIO ST CARLSBAD, CA 92009-5320 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency 1. ADU-Partial pass. PENDING: Yes 11/29/2022 11/29/2022 BLDG-Final Inspection Checklist Item 2. Electrical lighting Receptacles, Electrical light switches and receptacle plate covers, sub panel identification labels, exterior lighting at sliding glass door and front entry door required. 3. Landings at sliding glass door and front door required. 4. Plumbing fixtures in bathroom and kitchen area required to be installed. 5. Heating appliance/device required to be installed. 6. Rest of work OK. 197497-2022 COMMENTS Partial Pass Tony Alvarado BLDG-Building Deficiency November 29, 2022: (pending items). 11/30/2022 11/30/2022 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Tuesday, December 6, 2022 1. Security door hardware. 2. Building address numbers. 3. Recycle B-59 form-not ready. 4. Rest of work-OK. 197650-2022 COMMENTS Passed November 30, 2022: 1. ADU-Approved. Tony Alvarado 2. Electrical lighting Receptacles, Electrical light switches and receptacle plate covers, sub panel identification labels, exterior lighting at sliding glass door and front entry door-Approved. 3. Landings at sliding glass door and front door required-Approved. 4. Plumbing fixtures in bathroom and kitchen area required to be installed-Approved. 5. Healing appliance/device required to be installed-Approved. 6. Rest of work OK (Approved). Reinspection Incomplete Passed Yes Passed Yes Yes Yes Yes Complete Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-1008) Permit Type: BLDG-Residential Application Date: 03/08/2021 Owner: TRUST BLAZE PAUL A SEPARATE PROPERTY TRUST 02-22-17 Work Class: Second Dwelling Unit Issue Date: 06/29/2022 Subdivision: LA COSTA MEADOWS #1 Status: Closed -Finaled Expiration Date: 01/17/2023 Address: 2424 UNICORNIO ST IVR Number: 39565 CARLSBAD, CA 92009-5320 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 07/01/2022 07/01/2022 BLDG-15 Roof/ReRoof 186120-2022 Passed Tony Alvarado Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency New roof sheathing/plywood sheathing Yes With metal connector-ST ridge straps, located at every 18 inches on center, (typical) per structural engineer plans and detail specifications. 07/13/2022 07/13/2022 BLDG-84 Rough 186793-2022 Passed Tim Kersch Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 07/18/2022 07/18/2022 BLDG-82 Drywall, 187106-2022 Passed Tony Alvarado Complete Exterior Lath, Gas T~st, Hot Mop Checklist Item COMMENTS Passed BLDG-17 Interior Lath-Drywall July 18, 2022: Yes 1. Detached call house, interior drywall, anchoring schedule per plan-approved. 2. Main dwelling home, gas line under air pressure leak test-approved. BLDG-23 Gas-Test-Repairs July 18, 2022: Yes 1. Detached call house, interior drywall, anchoring schedule per plan-approved. 2. Main dwelling home, gas line under air pressure leak test-approved. 07/20/2022 07/20/2022 BLDG-17 Interior 187396-2022 Passed Tony Alvarado Complete Lath/Drywall 09/13/2022 09/13/2022 BLDG-Final Inspection 191443-2022 Partial Pass Tony Alvarado Reinspection Incomplete Tuesday, December 6, 2022 Page 1 of 2 12600 S fOWt ORIV( SUIH I POWA Y CA. 92064 PO HOX3 04 --------------- PH. 18 S Bl 4 8 6 -4 4 4 7 A~: i ~i 4CIA5: ii~~ p R ~ J f L T : 8 LR z f R ~ u rnrnm om nor rm AOY RESPOOSIOllllY m conmucr10Q OR COnrROl OF !HE JOB. EnGlnHR'SRESPOOSIOllllrn mm um mo fO !HE OESIGO OF lHE SfRUCfURRl mmm IOClUOEO mm AOY cmm l O ornrn SIRUC!URAl mmm OR COOFIGURHllOn SHALL VOID CRL[ULRr1ons. summ1on mni Of conmmo FOR muRAO[E OF PROPER conmumm >-,__ -0 PROJtCf # 21073 01 -20-2022 12600 SfOWt DRIVE sum I POWA~ CA. 92064 P080X304 -------------- PR msrn 486 -4447 A~:i~4Ct/iii~ PRO j f [ T: H LR Z f R O ~ Table of Contents Vertical Design Engineering Assumptions Roof Beam Summary (RB) Roof Beam Design Lateral Design Wind Design Wind Horizontal Distribution Seismic Design Seismic Vertical Distribution Seismic Horizontal Distribution Wall Force Summary Shear Wall Design Shear Wall Schedule PROJHT # 21 07 3 01-20-2022 I • 12600 STOWf □RIVE sum I POBOX304 J POWA~ CA. 92064 A~:iil4CIA5~~i;~ p RO J f [ T: BL R z f RD~ PH. msm 486 -4447 ENGINEERING ASSUMPTIONS LOADS: ROOF: TOTAL DEAD LOADS: OONCRl!TB 11LB 22.0PSF CLAY11LB 24.0PSF ASPHALT SHINGLF.S IS.OPSF FLAT ROOF 8UIID-UP 18.0PSF LIVE LOADS: Dl!filGN BASB LOAD (RFD008LE) 20.0PSF FLOOR: TOTAL DIAD LOADS: TOTAL WPSf LIVILOADS: FLOOR. 40.0PSF Dll 40.0PSF BALCONY 60.0PSF WALl.8: DEAD LOADS: EXI'BIUOR. 16.0PSF INmlUOll 8.0PSF SOILBIARINGPRISSORI: l!IIPSf WOOD FRAMING: fy(pll) .. (pll) l(pli) 2x, 4x FRAMING IRl2MINUNO 9S l7S 1,600,000 6xANDLAIGER. IR#IMINUNO 8S l,3SO 1,600,000 PAllALLAMS (HB) 2.0BWS 290 2,900 2,000,000 MICll~ (LVL) l.9BWS 28S 2,600 1,900,000 11MBl!RS11tAND (I.SL) l.7BWS ~ 2fJ1J 1,700,000 CONCRffl: 2,511 pll@21 DAYS STOL: llAND Br.LOW: 4',lllpll HANDABOVI :-pal HOT ROU.IDSICDOfG: Sl,lllpll PROJHf #21073 01 -20 -2022 = = = = = = c.._:, = = =' = = ~ ~ c,; =-' ~ = = = == c.__c::, = c.__c::, ~ ~ c_rc; = L...µ =· = = = =3 c.__c::, = =' ~ =-=' = = L...µ = =3 = __J ~ = ~ 110-, I = 118/I = = a = "'° -= = = = = = Ea = >---I • =:::im~ . c--.. = ==~ == _.,:_ c--u~ ~ * ~ = ---' f---= c._, L.W --:, = = =- Roof Beam Design RB-1 Length: 8.00 ft Tributary Width: 7.00 ft Roof Dead Load: 18 psf 3 :12 Reduced Roof Live Load: Wall Dead Load: Located ft Point Load(Seismic/Wind): Beam: RoofDead Load: 18 psf 3 :12 Reduced Roof Live Loa Wall Point Lo Located ft Point Lo Point Load(Seismi Beam·f Roof Dead Load: ·1s psf Reduced Roof Live Load: Wall Dead Load: Located ft int Load(Se · Beam: Deflection control Roof Beam Design Roof Dead Load: Roof Live Load: Reduced Roof Live Load: Wall Located ft Point Load(Seismic/Wind): Beam: Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: LIC# : -06015853, Build:20.22.1.12 LEVIG DESIGN DESCRIPTION: RB-1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Project File: 21073blaze.ec6 (c) ENER ALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 875.0psi 875.0psi 600.0psi 625.0psi 170.0 psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-larch No.2 Fb - Fc-Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling O(0.126~Lr(0.14) 4x8 Span =a.on Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31 .210pcf l Applied Loads Service loads entered. load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr= 0.020 ksf, Tributary Width= 7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.5981 Maximum Shear Stress Ratio = 0.258 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 850.00psi fv: Actual = 54.83psi Fb: Allowable = 1,421.88psi Fv: Allowable = 212.50 psi Load Combination +D+Lr load Combination +D+lr Location of maximum on span = 4.000ft Location of maximum on span = 7.416ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio = 1068>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio = 0 <360 nla Max Downward Total Deflection 0.174in Ratio= 551 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio = Q<180 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Sfress Rabos MOmeflt Values Sfiear li7alues Segment Length Span# M V Cd CFN C t Cr Cm Ct CL M fb Pb V fv Pv DOnly 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.402 0.174 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.05 411.72 1023.75 0.45 26.55 153.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.0 ft 1 0.598 0.258 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.17 850.06 1421.88 0.93 54.83 212.50 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.521 0.225 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.89 740.47 1421.88 0.81 47.76 212.50 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.136 0.059 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.63 247.03 1820.00 0.27 15.93 272.00 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination Max. •~• Defl Location in Span +D+Lr 1 0.1742 4.029 0.0000 0.000 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam UC#: KW-06015853, Build:20.22.1.12 DESCRIPTION: RB-1 Vertical Reactions Load Combination Overall MAX1mum Overall MINimum DOnly +O+Lr +D+0.750Lr +0.600 Lr Only Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: Project File: 21073blaze.ec6 LEVIG DE IGN c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.086 1.086 0.560 0.560 0.526 0.526 1.086 1.086 0.946 0.946 0.316 0.316 0.560 0.560 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: LI # : KW-06015853, Bulld:20.22. 1.12 DESCRIPTION: RB-2 LEVI DESIGN CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Project File: 21073blaze.ec6 (c) ENERCALC IN 1983-2021 Analysis Method : Allowable Stress Design Load Combination · ASCE 7-16 Fb + 1,350.0psi 1,350.0psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Fb- Fc-Pr11 Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling 6x12 Span= 19.170 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr= 0 .020 ksf, Tributary Width= 5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.548 1 Maximum Shear Stress Ratio = 0.197: 1 Section used for this span 6x12 Section used for this span 6x12 lb: Actual = 926.27psi fv: Actual = 41.91 psi Fb: Allowable = 1,687 .50psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 9.585ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.274 in Ratio= 839>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.558 in Ratio = 412>=180 Span: 1 : +D+Lr Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max :suess Raf10s Momenf Values Sliear Values Segment Length Span# M V Cd CFN C1 Cr Cm C ·1 CL M lb Pb V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 19.170 ft 1 0.388 0.139 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.76 471.57 1215.00 0.90 21 .34 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.170 ft 1 0.549 0.197 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.36 926.27 1687.50 1.77 41 .91 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.170 ft 1 0.482 0.173 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.21 812.59 1687.50 1.55 36.77 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 19.170 ft 1 0.131 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.86 282.94 2160.00 0.54 12.80 272.00 Overall Maximum Deflections Load Combination Span Max. • -• Defl Location In Span Load Combination Max. "+" Defl Location in Span +O+Lr 1 0.5582 9.655 0.0000 0.000 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam LI #: KW-06015853, Build:20.22.1.12 DESCRIPTION: RB-2 Vertical Reactions Load Combination Overall MAx1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: Project File: 21073blaze.ec6 LEVIG DESIGN (c) ENERCAL INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.953 1.953 0.959 0.959 0.994 0.994 1.953 1.953 1.713 1.713 0.596 0.596 0.959 0.959 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: !wood Beam UC# : KW-06015853, Build:20.22.1.12 DESCRIPTION: RB-3 LEVIG DESIGN CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Project File: 21073blaze.ec6 I (c) ENERCALC INC 1983-2021 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 1,350.0psi 1,350.0psi 925.0psi 625.0psi 170.0 psi 675.0psi E : Modulus of Elasticity Fb -Ebend-xx 1,600.0 ksi Fc -Pr11 Fe -Perp Fv Eminbend -xx 580.0ksi Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Ft Beam is Fully Braced against lateral-torsional buckling 6x14 Span = 19.170 ft Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr= 0.020 ksf, Tributary Width = 7.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.589 1 Maximum Shear Stress Ratio = 0.242: 1 Section used for this span 6x14 Section used for this span 6x14 fb: Actual = 993.47psi fv: Actual = 51.49 psi Fb: Allowable = 1,687.50psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 9.585ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.254 in Ratio = 905>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.510 in Ratio= 451 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio = Q<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination IQlax Slress Raflos IQlomenl Values SliearValues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb Pb V fv Pv DOnly 0.00 0.00 0.00 0.00 Length = 19.170 ft 1 0.410 0.169 0.90 0.987 1.00 1.00 1.00 1.00 1.00 6.94 498.54 1215.00 1.28 25.84 153.00 +D+Lr 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.170 ft 1 0.589 0.242 1.25 0.987 1.00 1.00 1.00 1.00 1.00 13.83 993.47 1687.50 2.55 51 .49 212.50 +D+0.750Lr 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.170 ft 1 0.515 0.212 1.25 0.987 1.00 1.00 1.00 1.00 1.00 12.11 869.74 1687.50 2.23 45.08 212.50 +0.60D 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.170 ft 1 0.138 0.057 1.60 0.987 1.00 1.00 1.00 1.00 1.00 4.16 299.12 2160.00 0.77 15.50 272.00 Overall Maximum Deflections Load Combination Span Max. •-• Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.5100 9.655 0.0000 0.000 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam LIC#: KW-06015853, Build:20.22.1.12 DESCRIPTION: RB-3 Vertical Reactions Load Combination Overall MAx,mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: Project File: 21073blaze.ec6 LEVIGDE IGN (c) ENERCAL NC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.886 2.886 1.438 1.438 1.448 1.448 2.886 2.886 2.527 2.527 0.869 0.869 1.438 1.438 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: UC#: KW-06015853, Build:20.22.1.12 DESCRIPTION: RB-4 LEVIG DESIGN CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Project File: 21073blaze.ec6 (c) ENER AL INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination · ASCE 7-16 Fb + Fb - 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fc -Prtl Fc-Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling 0.018 Lr 0.02 4X10 Span "' 8.0 ft Ebend-xx 1,300.0 ksi Eminbend -xx 470.0ksi Density 31.210pcf 0(1.45) Lr{1.44) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr= 0.020 ksf, Tributary Width = 1.0 ft Point Load : D = 1.450, Lr = 1.440 k @ 7 .50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2641 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 345.85psi fv: Actual Fb: Allowable = 1,312.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 7.474ft Location of maximum on span Span # where maximum occurs = Span t 1 Span t where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 4163>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.048 in Ratio = 2010>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max S(ress RaUos MOmeiit Values Segment Length Span# M V Cd CFN Cj Cr Cm Ct CL M fb DOnly Length = 8.0 ft 1 0.185 0.052 0.90 1 .. 200 1.00 1.00 1.00 1.00 1.00 0.73 174.67 +D+Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.264 0.071 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.44 345.85 +0+0.750Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.231 0.063 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.26 303.06 +0.600 1.200 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.062 0.018 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.44 104.80 Overall Maximum Deflections Load Combination Span Max. " -" Oefl Location in Span Load Combination +D+Lr 1 0.0478 4.438 Design OK = 0.071 : 1 4x10 = 15.13psi = 212.50 psi +D+Lr = 0.000ft = Span# 1 Sliear Values F'b V fv F'v 0.00 0.00 0.00 0.00 945.00 0.17 7.96 153.00 0.00 0.00 0.00 0.00 1312.50 0.33 15.13 212.50 0.00 0.00 0.00 0.00 1312.50 0.29 13.34 212.50 0.00 0.00 0.00 0.00 1680.00 0.10 4.77 272.00 Max. "+" Oefl Location in Span 0.0000 0.000 Levig Design Group, Inc. -12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam LI #: KW-06015853, Build:20.22.1.12 DESCRIPTION: RB-4 Vertical Reactions Load Combination Overall MAx1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: Project File: 21073blaze.ec6 LEVIG DE I N (c) ENERCALC INC 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.361 2.889 0.170 1.430 0.191 1.459 0.361 2.889 0.318 2.532 0.114 0.876 0.170 1.430 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: LI : KW-06015853, Build:20.22.1.12 LEVIGOE IGN DESCRIPTION: RR-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Project File: 21073blaze.ec6 (c) ENER ALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- Fc-Prfl 875.0psi 875.0psl 600.0psi 625.0psi 170.0 psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing ♦ Douglas Fir-Larch Fe -Perp N~2 Fv Ft Beam is Fully Braced against lateral-torsional buckling D(0.04806t Lr(0.0534) 4x8 Span = 12.50 ti Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31 .210pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Unifonn Load : D = 0.0180, Lr= 0.020 ksf, Tributary Width = 2.670 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.500 1 Maximum Shear Stress Ratio = 0.168: 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 817.60psi fv: Actual = 35.77 psi Fb: Allowable = 1,635.16psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 6.250ft Location of maximum on span = 11.907ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.204 in Ratio = 734>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 nla Max Downward Total Deflection 0.409 in Ratio = 366>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ri6os Moment Values Sliear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M 1b F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.348 0.117 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1.05 409.41 11n.31 0.30 17.91 153.00 +D+Lr 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.50 ft 1 0.500 0.168 1.25 1.300 1.00 1.15 1.00 1.00 1.00 2.09 817.60 1635.16 0.61 35.77 212.50 +D+0.750Lr 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.50 ft 1 0.438 0.147 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.83 715.55 1635.16 0.53 31.30 212.50 +0.60D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.117 0.040 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.63 245.64 2093.00 0.18 10.75 272.00 Overall Maximum Deflections Load Combination Span Max. • -• Defl Location in Span Load Combination Max. "+" Def! Location in Span +D+Lr 1 0.4090 6.296 0.0000 0.000 Levig Design Group, Inc. 12600 Stowe Drive, Suite 1 Poway, Ca. 92064 Ph: 858-486-4447 Wood Beam UC#: KW-06015853, Build:20.22.1.12 DESCRIPTION: RR-1 Vertical Reactions Load Combination Overall MAX1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Project Title: Blaze ADU Engineer: Project ID: 21073 Project Descr: Project File: 21073blaze.ec6 LEVIG DESI N {c) ENERCALC IN 1983-2021 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.668 0.668 0.334 0.334 0.335 0.335 0.668 0.668 0.585 0.585 0.201 0.201 0.334 0.334 l f V I b D f S I b n b RO ~ P, I n [ 12600 STOWE OH. SUI][ I PO WHY. CR 92064 185814B6 4447 PO HOX l04 HPTOS. CR 9500 I 1160l415 665B ,. ~ s ; ' 'M5;~L016~~~-------- 4'<4CP- [}> ,._,. 4x4Cf'- 'MSTA31'.1 OUTLOOKER ro DBL TOPPLI\TE- +.4CP- ' _/ ,-... " ~ ~- ;; ------- ' & ~·..o· ,..__ ~ NOTE: ROOF SHEATHING TO BE 19/32' 'OSB' (40/20) --ALL UNSUPPORTED EDGES fO BE BLOCKED w/ 4x6 BLOCKING FOR HIGH CAPACITY DIAPHRAGM --SEE NAILING REQ. IN ROOF NOTES. lf.:!!." 'M5TM9" Tl' TO Tl' / ;~x4CP -- " ' ' -----···-·------·· \ - • '------4,c4 CPITT:.IMME~--' ~"' = "' ~.- ' IE. ~4CF ,.\,.~ 'M5TM9'Tl'TOT!' ,..._ OVER RIDGE BEAM ..__ * oam,le,-uspan JU: ' -- 6 ~ L.j._9 c:::::::, =-- c:::::::, 11 c::r='.<'= I I __J : }-:, I I I ' I H LA lf A.O Li PROJf CT#~ I 013 -----------------------------------------------01·21·2022 c=:=Jiffi-,..,__~--------------------------==;; m~ 110-, I = 118/I =:;; ;';'; --= ==~ === = ~= ==' c___::i = == :::::: c:::=:: ,=c_c, ~ -o....c...na =-' = = q::'. c..c:::, = = = ~~ll~~~~~i--l~H1l~l ~ ~*-= n~ ~t;J 1,P=P== ---' 1--= c._o L.W ----0 = = =- "ASCE710W.xls" Program Version 2.2 WIND LOADING ANALYSIS -Main Wind-Force Resisting System Per ASCE 7-16 Code for Enclosed or Partially Enclosed Buildings Usln Method 2: Anal lcal Procedure Section 27 & 28 for Low-Rise Buildin s Job Name: Blaze ADU Sub·ect: Input Data: Wind Speed, V = Bldg. Classification = Exposure Category = Ridge Height, hr= Eave Height, he = Building Width = 110 II --c-- mph (Wind Map, Figure 26.5-1A-C) (Table 1.5-1 Risk Category) .llia4 (Sect. 26. 7) Building Length = Roof Type= Topo. Factor, Kzt = Direct. Factor, Kd = Enclosed? (Y/N) Hurricane Region? 13.00 9.00 15.00 20.00 Gable 1.00 0.85 y N ft. (hr >= he) ft. (he <= hr) ft. (Normal to Building Ridge) ft. (Parallel to Building Ridge) (Gable or Monoslope) (Sect. 26.8 & Figure 26.8-1) (Table 26.6) (Sect. 26.2 & Table 26.11-1) Resulting Parameters and Coefficients: hr Roof Angle, 8 =1 28.07 ldeg. Mean Roof Ht., h = 11 .00ft. (h = (hr+he)/2, for angle >10 deg.) Check Criteria for a Low-Rise Building: 1. lsh <=60'? I Yes,O.K I 2. Is h <= Lesser of L or B? External 'Pressure Coetrs., GCpf (Fig. 28.4-1 ): (For values, see following wind load tabulations.) Positive & Negative Internal Pressure Coefficients, GCpi (Table 26.11-1): +GCpi Coef. =1 0.18 '(positive internal pressure) -GCpi Coef. = -0 .18 (negative internal pressure) If h < 15 then: Kh = 2.01 *(15/zg)"(2/a) (Table 28.3-1) If h >= 15 then: Kh = 2.01* z/z 2/a) (Table 28.3-1) a= 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1) Kh = 0.85 (Kh = Kz evaluated at z = h) L L Elevation Yes, O.K. Velocity Pressure: qz = 0.00256*Kz-Kzt*Kd*VA2 (Sect. 28.3.2, Eq. 28.3-1) qh =l 22.35 jpsf qh = 0.00256*Kh*Kzt*Kd*VA2 (qz evaluated at z = h) Design Net External Wind Pressures (Sect. 28.4.1 ): p = qh1(GCpf) -(+/-GCpi)] (psf, Eq. 28.4-1) Wall and Roof End Zone Widths 'a' and '2*a' (Fig. 28.4-1 ): a =1 3.00 1ft. 2*a = 6.00ft. 1 of 3 B 1/21/2022 3:59 PM MWFRS Wind Load for Load Case A "ASCE710W.xls" Program Version 2.2 MWFRS Wind Load for Load Case B Surface *GCpf p = Net Pressures losO Surface GCpf o = Net Pressures losfl lw/ +GCpi (w/ -GCoil Cw/ +GCpi) -Cw/ -GCpi) Zone 1 0.55 8.36 16.41 Zone 1 -0.45 -14.08 -6.03 Zone2 --o.64 ~ -3.21 4.84 ~,.Zon'e2 -0.69 -19.45 --11 .40 Zone3 --0.44 -·-ms--5.80 ~n~3_i--'_o:.:..3::..:7=----12.29 --4.25 Zone 4 --0.38 -12.55 -4.51 1 ..... z~~4 -0.45 --14.08 --6.03 ---Zone 5 --__ -----Zone 5 0.40 4.92 -12.96 -Zone 6 ---=--t--_-_--t Zones· -0.29 --1-0-.5-0_....,_ -2.46 Zone 1E 0.71 11.87 19.92 Zone 1E -0.48 -14.75 -6.71 -,-Zone-2E---0.01 ---3-.7-6 ___ 4_;_.2_8_-I Zone2E ----1.-07-----2-7-.9-4--+--_-1-9.-8-9 -1 --ione3E --:-o.56 --16.56 -8.51 Zone3E--0.53 -15.87 -7.82 ~ Zone 4E -0.51 -15.44 -7.39 Zone4;,;.E--1----0...:.:..::.4..:..8-f--_..;...14.::..:.--=-75'----+---_5:...:_..:c71=-----1 -Zone 5E -----Zone 5E 0.61 9.61 17.66 --Zone 6E ------Zone 6E -0.43 -13.63 -5.59 *Note: Use roof angle 0 = 0 degrees for Longitudinal Direction. For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E: Zones 2/2E dist. =I N.A. !ft. Zones 2/2E dist. =I 10.00 !ft. Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients. MWFRS Wind Load for Load Case A, Torsional case. MWFRS Wind Load for Case B. Torsional Case IC (OM) Surface GCpf n= Netl>i !SSl.li'e:ffl!m: Stltfaoe," ·oopt t>= Netr,, (w/+GCi>il {w/-GColl Ji , (w/+GCoil Cw/-GCoi) Zone 1T -2.09 4.10 Zione1T ---3.52 -1.51 Zone2T ---0.80 1.21 "ZOne2T~ --4.86 -2.85 Zone3T ---3.46 -1.45 Zone3T ---3.07 -1.06 Zone4T ---3.14 -1.13 ~4'F --3.52 -1.51 .. , Zone5T ----Zone5T -1.23 3.24 Zone 6T ---Zone6T~ --2.63 -0.61 Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases: Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone. Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. Zone 5£ & 6E is sidewalls for end zone. Zone 1 T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4l is leeward wall for torsional case. · · Zones 5T and 6T are sidewalls for torsional case. 2. (+)and(-) signs signify wind pressures acting toward & away from respective surfaces. 3. Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building comer in tum as the reference corner. 4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values. Torsional loading shall apply to all 8 basic load cases applied at each reference comer. Exception: One-story buildings with "h" <= 30', buildings<= 2 stories framed with light frame construction, and buildings <=2 stories designed with flexible diaphragms need not be designed for torsional load cases. 5. Per Code Section 28.3.4, the minimum wind load for MWFRS shall not be less than 16 psf. 2 of3 1/21/2022 3:59 PM Low-Rise Buildings h <= 60' Load CaseA LoadCaseB Basic Load Cases' © CascB Tocsioo~~ ---Case A Torsion Transverse Dir8ction Longitudinal Direction Torsional Load Cases 3 of3 "ASCE710W.xls" Program Version 2.2 1/21/2022 3:59 PM 12600 SIOWE OHIY( SUITE I POWA~ CA. 92064 PO 80X304 --------------- PH. msm 486 -4447 A~;ii1/1"/lii~ p RO j f CT: H L Hz f H D Li WIND HORIZONTAL DISTRIBUTION: IB~27.3pif 1~20.9pif rr 2r6' ROOF -NORTH-SOUTH 177 --15'-- 21!+3B:,,. 2+3:lpif A B WrWb-(l77X'7J)-1330 I ROOF-EAST-WEST --20'·-- 2 PERP ro IIIXll!: OABLII l!ND: <XllNl!R: (27.3 pd)(4.S')+(I pdX-frlSS pl( O'.llNllR: (27.3 pd)(6.5'r177 pl( INl1!ID: (JU pd)(4.S')+(l ,-1)(4')-126 pl( ~ PROJHf #21073 01-20 -2022 · L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: 2422 Unicomio St, Car1sbad, CA 92009, USA 33.1028936, -117.2526848 367 ft 2021-06-17T17:40:15.044Z Seismic ASCE7-16 Risk Category: Ii □-default Site Class: Basic Parameters Name Value Description Ss 0.958 MCER ground motion (period=0.2s) S1 0.35 MCER ground motion (period=1.0s) SMs 1.15 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 0.767 Numeric seismic design value at 0.2s SA So1 * null Numeric seismic design value at 1.0s SA * See Section 11 .4.8 ~Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.899 Coefficient of risk (0.2s) CR1 0.911 Coefficient of risk (1.0s) PGA 0.418 M~ peak ground acceleration FpGA 1.2 Site amplification factor at PGA PG~ 0 .501 Site modified peak ground acceleration Temecula 0 . h 8 SsRT 0.958 SsUH 1.066 SsD 1.5 S1RT 0.35 S1UH 0.384 S10 0.6 PGAd 0.5 * See Section 11.4.8 Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without compeienlexamioation and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this Information replace the sound judgment of such competent professionals, having experience and knowledge In the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Seismic Vertical Distribution V: o.11sjw int walls 0 / ! 0 shear #DIV/0! U.Floor 0 #DIV/0! I . 148068 Seismic Horizontal Distribution:Roof I= 1.00 F x (max)= 8.53 psf ASCE12.10 Case: (I or 3) cantilever A 1 66 66 0 81 0 0 131 131 0 161 0 0 149 336 7 #DIV/0! #DIV/0! B 2 _O 0 Nailing: 12 180 lf Wall Line Forces Line Loading ismic Wind Seismic Wind Seismic Force (lb) Diaphragm Depth@ Collector ft Structural Unit Shear Irregularities Transfer (pit) (YIN) 67 38 67 89 57 51 51 Shear Wall Design --Slab-On-Grade --Single Story Wall Line: Wall Number: k Wall Length (Total):~~~ ~;;__ __ -4 _________________ _ Shearwall: Wind Force (Wu): Seismic Force (VJ: Seismic (Eq S): 137 plf Capacity: 220 plf Overturning Analysis I Wall 1: Resi · 11""""'""""""'-...... """"I"'------------------------....------------ 1 . Shear Wall Length: ft Sos= 0.77 Shear Wall Height (Avg): ft p= 1.3 Wind: Seismic: As ect Ratio = Force Increase Factor= 1.00 Wind Req: 2 :1 Seismic Re : 2 : 1 Ad"usted Wind v= 160 If Individual Contribution Ad· usted Seismic v= 13 7 If W Onl Eq 7 Eq 5 Eq6a Tension Chord: T= 1239 lb 1562 lb -323 lb O lb -----------+-----+----1------1 Compression Chord: C= 1989 lb 1480 lb 510 lb O lb ---------------+-----+---~1------1 C= 1620 lb 1110 lb 510 lb O lb Eq8 Tension Chord: T= 1071 lb 1336 lb -265 lb 0 lb Eq 5 Compression Chord: C= 1909 lb 1344 lb 565 lb 0 lb Eq 6b C= 1S39 lb 990 lb 551 lb 0 lb Holdown: HDU2-SDS2.5 I Canacitv: 2960 lb I Anchor: SSTB16 12x Sill 1--...;;;.;..;~~_,,;;.;;..;,;;;....._,.,_.....;;.;;;.;.;_;.;,,.;;_,.;;.;;.;.;;....__,· Minimum Chord Post: 4x4 or 6x4 I Shearwall Deflection = 0.20 in Deflection Limit= 2.16 in Overturnin moment for foundation desi Wind: 7182 lb-ft Seismic: 6143 lb-ft Wind Load Combinations (ASCE 7-16 2.4.1) Seismic Load Combinations (ASCE 7-16 12.4.2.3)1 Eq 5: D+0.6W Eq 5: (l+o.14Sos)D+0.7pQE Eq 6a: D+.75L+.75(0.6W) Eq 6b: (l+o.10Sos)D+.75L+o.525pQE Eq 7: 0.6D+0.6W) Eq 8: (0.6-0.14Sos)D+0.7pQE I Shear Wall Design --Slab-On-Grade --Single Story Wall Line: Wall Len Wind Force (W Seismic Force (V Overturning Analysis Wall 1: Resistin Dead Load Shear Wall Length: Wall Number: t Shearwall: Capacity: 220 plf s= 0. Shear Wall Height (Avg): p= 1.3 E.,= 35 lb Wind: Seismic: Wind Req: 2 : l Force Increase Factor = 1.00 eismic .RJ : 2 : I Eq 7 Eq 5 Eq 6a Eq 8 Eq 5 Eq 6b WOnJ Tension Chord: T= 472 lb 1099 lb -627 lb O lb .._-------~i-----+-----+----_, Compression Chord: C= 2081 lb 1067 lb l O 14 lb O lb .._-------~i-----+-----+----_, C= 1814 lb 800 lb 1014 lb O lb Tension Chord Compression Chord T= 1717 lb C= 3445 lb C= 2798 lb Holdown: HDU2-SDS2.5 I 223 l lb 2321 lb 17061b Caoacitv: 2960 lb I Anchor: SSTB 16 12x Sill .................... "'-ii ............. _ ....... _______________ ... Minimum Chord Post: 4x4 or 6x4 I -515 lb 0 lb 1124 lb 0 lb 1096 lb 0 lb I Shearwall Deflection= 0.29 in Deflection Limit= 2.76 in Overturning moment for foundation design:I Wind: 9177 lb-ft Seismic: 18628 lb-ft Wind Load Combinations (ASCE 7-16 2.4.1' Seismic Load Combinations (ASCE 7-16 12.42.311 Eq5: D+o.6W Eq 5: (l+o.14Sos)D+o.7pQE Eq 6a: D+.75L+.75(0.6W) Eq 6b: (l+o.10SDS)D+.75L+o.525p QE Eq 7: 0.6D+o.6W) Eq 8: (0.6-0.14Sos)D+o.7pQE Shear Wall Design --Slab-On-Grade --Single Story Wall Line: Wall Len Wind Force (W Seismic Force (V G Overturning Analysis Wall I: Resistin Dead Load Shear Wall Length: Shear Wall Height (Avg): Force Increase Factor= 1.14 Seismic (Eq 5): 165 plf ft ft Wall Number: Shearwall: Capacity: 220 plf s= 0 p= 1.3 Wind Req: 2 :1 eismic Re : 2 :1 w E_.= 17 lb . 5 Wind: Eq7 Tension Chord: T= 1161 lb 1274 lb -112 lb O lb 1---------+------+----+-----1 I Seismic: Eq 5 Eq 6a Eq 8 Eq5 Eq 6b Compression Chord: C= 1330 lb 1160 lb 170 lb O lb 1---------+------+----+-----1 C= 1040 lb 870 lb 170 lb O lb Tension Chord Compression Chord T= 1624 lb C= 1777 lb C= 1369 lb Holdown: HDU2-SDS2.5 I 1716 lb 1588 lb 1185 lb 1-~C;;;,aoi:;,;a;:;c:;,,i·tv ~:-=2~960;.;;.:l~b_,..11~_.:,,;An=cb~o;:,,;r:.,:S;;,:;S;.:T,::B;.;,16;...__,12x Sill Minimum Chord Post: 4x4 or 6x4 I -92 lb 0 lb 189 lb 0 lb 184 lb 0 lb Shearwall Deflection = 0.38 in Deflection Limit= 2.16 in Overturnin moment for foundation desi Wind: 3309 lb-ft Seismic: 4458 lb-ft Wind Load Combinations lASCE 7-16 2.4.11 Seismic Load Combinations lASCE 7-16 12.4.2.3)1 Eq5: D+o.6W Eq 5: (l+o.14SDS)D+o.7pQE Eq 6a: D+.75L+.75(0.6W) Eq 6b: (l+o.10Sos)D+.75L+o.525pQE Eq 7: 0.6D+o.6W) Eq 8: (0.6-0.14SDS)D+o.7pQE • I Shear Wall Design --Slab-On-Grade --Single Story Wall Line: Wall Number: OW,l Wall Length (Total): Wind Force (Wu): Wind Shearwall: 1 Seismic Force (Vu): Seismic (Eq 5): 77 plf Capacity: 220 plf Overturning Analysis Wall I: Resist" I""""'~~;;,,,,;,;~~~~----~~----------.;;,;;;;-----~;.;.;;;;,,;,;, _____ _ 0 Shear Wall Length: ft = 0. = 115 Shear Wall Height (Avg): ft p= 1.3 E.,= 14 lb Wind: Seismic: Force Increase Factor= 1.00 Wind Req: 2 :1 eismic Re : 2 :1 Ad"usted Wind v= 57 lf Ad"usted Seismic v= 77 If W Onl Eq 7 Eq 5 Tension Chord: T= -122 lb 294 lb -416 lb O lb 1----------+-----+---~~----1 Compression Chord: C= 970 lb 289 lb 682 lb O lb 1---------+-----+ ____ .,_ ___ _, Eq 6a C= 898 lb 217 lb 682 lb O lb Eq 8 Tension Chord: T= 54 lb 396 lb -341 lb 0 lb Eq 5 Compression Chord: C= 1249 lb 494 lb 755 lb 0 lb Eq 6b C= 1081 lb 347 lb 737 lb 0 lb Holdown: HDU2-SDS2.5 I Caoacitv: 2960 lb I Anchor: SSTB16 l2x Sill 1-................ """""---------i.-------;.;,..--------Minimum Chord Post: 4x4 or 6x4 I I Shearwall Deflection = 0.03 in Deflection Limit= 1.20 in Overturning moment for foundation design:I Wind: 4290 lb-ft Seismic: 5779 lb-ft Wind Load Combinations <ASCE 7-16 2.4.11 Seismic Load Combinations (ASCE 7-16 12.4.2.3)1 Eq 5: D+-0.6W Eq 5: (H-0.14SDS)D+0.7pQE Eq 6a: D+.75L+.75(0.6W) Eq 6b: (l+o.10SDS)D+.75L+o.525pQE Eq 7: 0.6D+o.6W) Eq 8: (0.6--0.14Sos)D+o.7pQE I 12600 SfO WE □RIV[ sum I PO ROX 304 .51 · POWAY CR 92064 A~:ii;4C1A/~ii~ PRO j f [ T: H LR l f R O LJ P H. m ~ Bl 4 B 6 -4 4 41 STRUCTURAL WOOD SHEAR WALL NOTES l. WOOD STRUCTURAL PANELS: A) WOOD STRUCTURAL PANELS SHALL BE MANUFACTURED USING EXTERIOR GLUE B) MINIMUM DIMENSIONS: WOOD STRUCTURAL SHEAR WALLS SHALL BE CONSTRUCTED WITH WOOD STRUCTURAL PANEL SHEETS NOT LESS THAN 4 FEET BY 8 FEET, EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MINIMUM SHEET DIMENSION SHALL BE 24 INCHES UNLESS ALL EDGES OF THE UNDERSIZED SHEET ARE SUPPORTED BY FRAMING MEMBERS OR BLOCKING C) EDGE SUPPORT: FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT THE EDGES OF ALL SHEETS IN SHEAR WALLS D) SHEAR PANEL NAILING: FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT THE EDGES OF ALL SHEETS IN SHEAR WALLS 1) FIELD NAILING (FN) 8d ~ 12" oc 2) BOUNDARY/EDGE NAILING (BN/EN): BOUNDARY/EDGE NAILING PER SHEAR WALL SCHEDULE 2. SHEAR WALL SCHEDULE -SINGLE SIDED SHEATHING: SHEARWAJJ., BOONDAIY/EDGE ANCHOR BOLTS SOLBPLA'IE SHEAR AILOWABLE MARI STRUC'IURAL PANFL NAIUNG (BN/P.N) indlesoc(l) OONNOC'mN TRANSFllR. CLIPS SHEAR indaoc indlesoc<4> indaoc(S) (plf) & 3/B"STD 8d@6 48 16d@6 24 220 & 318" STD 8d@6 36 16d@6 20 2(,() & 318" STD 8d@4 33 16d@S 16 320 & 318" STD 8d@4 24 16d@4 14 3SO &{2)(3) 318" STD 8d@3 22 (2) 16d@4 12 4SO &2)(3) 318" STD 8d@2 16 (2) 16d@4 8 640 11:s..2)(3) 3/S"S'lllUCTl 8d@2 14 (2) 16d@2 6 730 &2)(3) lS/32" S'lllUCT 1 104@2 u (2) 16d@2 6 870 SHEAR WALL SCHEDULE NOTES: 1) ANCHOR BOLTS: 5/8"0 ANCHOR BOLTS (A307) w/ SIMSON 'BPS5/8-3' AND STANDARD CUT WASHER. MINIMUM 7" EMBEDMENT IN CONCRETE. 2) SPECIAL FOUNDATION Sll.L PLATE: (U.O.N.) FOUNDATION SILL PLATE SHALL HA VE A NOMINAL WID1H OF 3 INCHES 3) SPECIAL WALL FRAMING: (U.O.N.) STUDS RECEIVING EDGE NAILING FROM ABUTTING PANEL EDGES SHALL HA VE A NOMINAL WID1H OF 3 INCHES. 4) SOLE PLATE: REFf;RS TO BOTTOM PLATE OF RAISED FLOOR 5) SHEAR TRANSFER CLIPS: SIMPSON 'A35' OR 'L TP4', OR EQUAL PROJECI # 21073 01 -20 -2022 lfVIG ~f~IGn GR~~r inc 11600 SlOWt OH. 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