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Home My WebLink About2702 AVALON AVE; ; CBR2021-2317; PermitBuilding Permit Finaled Residential Permit Print Date: 03/13/2023 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2702 AVALON AVE, CARLSBAD, CA 92010-7915 BLDG-Residential 1675613100 $107,387.41 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: FINN: ADDITION (628 SF)// PORCH (47 SF)// DECK (34 SF) Applicant: Property Owner: Addition EDGAR MULLEN -DO NOT USE 2805 OCEAN ST CO-OWNERS FINN PATRICKJ AND RACHEL 2702 AVALON AVE CARLSBAD, CA 92008-2993 (760) 434-2233 FEE BUILDING PLAN CHECK CARLSBAD, CA 92010-7915 BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-Medium Total Fees: $2,231.05 Total Payments To Date: $2,231.05 Permit No: Status: (city of Carlsbad CBR2021-2317 Closed -Finaled Applied: 08/05/2021 Issued: 01/19/2022 Finaled Close Out: 03/13/2023 Final Inspection: 03/08/2023 INSPECTOR: Alvarado, Tony Renfro, Chris Contractor: EDGAR MULLEN CONSTRUCTION 2805 OCEAN ST CARLSBAD, CA 92008-2993 (760) 840-0609 Balance Due: AMOUNT $423.09 $194.00 $98.00 $5.00 $1,162.00 $13.96 $271.00 $64.00 $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 FURTH ER 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 RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check C{31lunJ-2-'3 I] Est. Value /()7, (X)Q PC Deposit Date ; JobAddress :z_zqz /f;l4£4/dr/-<--Unit:. _____ APN:, __________ _ CT/Project #:, _________________ Lot #:. ____ Year Built: ________ _ Fire Sprinklers:0E0No Air Conditioning:OYEsQNo Electrical Panel UpgradeQYESQNo BRIEF DESCRIPTION OF WORK: New SF: & ? r Living SF,~~--Deck SF, cf z Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? QvQN New Fireplace? QvQN, if yes how many? __ _ _____ SF of affected area Is the area a conversion or change of use?Ov y?)N D Pool/Spa: SF Additional Gas or Electrical Features? ___________ _ 0Solar: ___ KW, ___ Modules, MountedOootOround, Tilt:O vO N, RMA:QvQN, Battery:Qv Q\J, Panel Upgrade: Qv ~ D Re roof:. __________________________________ _ D Plumbing/Mechanical/Electrical 0 Only: Other: Carlsbad Business License# (Required):. _______ _ APPLICANT CERT/FICA T/ON: 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 a{( City ordinances and State laws relating to building construction. -----✓ A I / n d1 /fl _,,,I l d NAME (PRINT): \la<. IL/U,Lda/f..,,-SIGN: ~~✓C, DATE: 6/..6(?c 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fa~ Email: Buildir1g@carlsbadca.gov REV. 07/21 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 herebyaf firm under penaltyof perjury that I am licensed under provisions of Chapter9 ( commencing with Section 7000) of Division] 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 foUowing 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. _____________________________________ _ ~e an~ will maintain worker's comp~nsation, as required by Section 3700 of the Labor Code, f~ performance of the w□-~k for whict}this permit_is i1sued. L-~ ::~kers c.om en,satIon Insuranc.e earner and policy number are: lnsuranceCompany Name: ~.{'.,,_,z,c.,-.' <' A. . ~o ,r ~ ,7/..c.. W L/ r Policy No. ~i) S: 3..S a I' Expiration Date:--"L__,,_/~2---~ __ f".,.L_~L---'-z_-...... _______ _ ~ ~ 0 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: I certify that I have read the applicationandstate 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. NAME (PRINT): b {!tl-tf ?<-SIGNATURE: ,___,.,..,. " . DATE:¥ s-/Zc Note: If the person signing above is an authorized agent for the contractor provi etter of authorization on contractor letterhead. / -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: Q 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-O I, as owner of the property, om 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-O 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 requlred for any permit issued to ;i 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: I I www.leginfo.ca.gov I ca/aw.html. OWNER CERT/FICA TION: I certify that I have read the applicationandstate 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. 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 Ema ii: Building@carlsbadca.gov 2 REV. 07/21 0 ~ S S S ' ;t. = > P~R.MIT IM$PECTION HISTORY for (CBR.2021-2317) "' ,.., " . Permit Type: BLDG-Residential Application Date: 08/05/2021 Owner: CO-OWNERS FINN PATRICK J AND Work Class: Addition Status: Closed -Finaled RACHEL Issue Date: 01/19/2022 Subdivision: CARLSBAD TCT#84-35 UNIT#02 Expiration Date: 03/20/2023 IVR Number: 35009 Address: 2702 AVALON AVE CARLSBAD, CA 92010-7915 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Monday, March 13, 2023 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio Status COMMENTS TEXT 760-840-0595 Jack Passed Yes Yes Yes Yes Yes Created Date 03/07/2023 Page 3 of 3 Permit Type: BLDG-Residential Application Date: 08/05/2021 Owner: CO-OWNERS FINN PATRICK J AND RACHEL Work Class: Addition Issue Date: 01/19/2022 Subdivision: CARLSBAD TCT#84-35 UNIT#02 Status: Closed -Finaled Expiration Date: 03/20/2023 Address: 2702 AVALON AVE IVR Number: 35009 CARLSBAD, CA 92010-7915 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes F rame-Stee I-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 06(02(2022 06(02(2022 BLDG-18 Exterior 184031-2022 Passed Chris Renfro Complete LathfDrywatr Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06(23/2022 06(23(2022 BLDG-14 185544-2022 Partial Pass Chris Renfro Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks} Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass on stairwell header framing Yes change from original plans. Received structural engineer 8x11 detailing structural changes. Ok 09(14/2022 09/14(2022 BLDG-14 191645-2022 Partial Pass Tony Alvarado Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency 1. Existing stairwell header post to beam Yes connections-framing alterations from original approved plans. 2. required detail from Structural Engineer, Clarifying/ depicting new Metal connectors on 8x11, cannot read or verify structural metal connector callouts depicting structural modifications. 3. Partial pass on framing post to beam connections-OK. 4. Informed contractor representative Jack. 09/19(2022 09/19/2022 BLDG-14 191941-2022 Passed Chris Renfro Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03,08(2023 03/08/2023 BLDG-Final Inspection 205005-2023 Passed Chris Renfro Complete Monday, March 13, 2023 Page 2 of 3 Building Permit Inspection History Finaled (city of Carlsbad " ' ' .·. . " ·. . PERMIT INSRECTION HISTORY for (C'3R~021-2317) Permit Type: BLDG-Residential Application Date: 08/05/2021 Owner: CO-OWNERS FINN PATRICK J AND RACHEL Work Class: Addition Issue Date: 01/19/2022 Subdivision: CARLSBAD TCT#84-35 UNIT#02 Status: Closed -Finaled Expiration Date: 03/20/2023 Address: 2702 AVALON AVE IVR Number: 35009 CARLSBAD, CA 92010-7915 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/21/2022 01/21/2022 BLDG-SW-Pre-Con 175039-2022 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/17/2022 02/17/2022 BLDG-21 176906-2022 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/02/2022 03/02/2022 BLDG-11 177 498-2022 Passed Chris Renfro Complete Foundation/Ftg/Piers {Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03117/2022 03/17/2022 BLDG-14 178532-2022 Partial Pass Chris Renfro Reinspect ion Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency 2nd story deck nailing and interior shear Yes hold downs 04(12/2022 04/12/2022 BLDG-15 Roof/ReRoof 180350-2022 Passed Chris Renfro Complete (Patio} Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/10/2022 05(10/2022 BLDG-13 Shear 182350-2022 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05(24/2022 05/24/2022 BLDG-84 Rough 183389-2022 Passed Chris Renfro Complete Combo(14,24,34,44) Monday, March 13, 2023 Page 1 of 3 Structural Calculations For Project: FINN ADDITION 2702 AV ALONG AVENUE CARLSBAD, CA 92008 c/o BEN HIDALGO, BUILDING DESIGNER 760-489-27 I 3 Nick Servin Servin Engineering, Inc. 264 7 Gateway Road, Suite l 05-500 Carlsbad, CA 92009 (760) 533-6532 11il:h_"tTvin Jt. gn1aiL!·~1111 JOB NUMBER: 22682 November 25, 2021 * * Nick Servin RCE33, Engineer does not take any resr,onsibility for construction, or c( CBR2021-2317 to the design of the structural members included herein. Any ch 2702 AVALON AVE void calculations. Supervision may be contracte FINN: ADDITION (628 SF) AND DECK (47 SF) 1675613100 12/23/2021 CBR2021-2317 SHEET INDEX No. DESCRIPTION SHEETS I Engineering Assumptions .. I -11 2 Lateral Calculation l -9 ,, Gravity Calculations IO -22 _) 4 Footing Calculation 23 -25 ENGINEERING ASSUMPTIONS LOADS: ROOF: DEAD LOADS: TILE FRAMING DRYWALL MISC. PLYWOOD TCY!'AL LIVE LOADS: SLOPE< 4:12 SLOPE>4:12 FLOOR: DEAD LOADS: FRAMING Pl.YWOOD CARPET/PAD CEILING MISCEIJ,/\NEOUS TOTAi, WALLS: LIVE LOADS: FLOOR DECK 12 3.0 2.5 1.0 l.5 20.0 20 16 6 .., _) .., j 2 15 PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF PSF 12 PSF 40 PSF 60 PSF SHINGLES 2.0 PSF 3.0 2.5 1.0 1.5 PSF 10 PSF I SOILS INVESTIGATION BY: None Available 1,500 PSF SOIL BEARING PRESSURE I FRAMING: 2X, 4X FRAMING DFL #2 MIN U. N. 0. 6X & LARGER DFL #1 MIN U. N. 0. PARJ\LI.AMS CONCRETE: STEEL: 2.0E WS Fv PSI 95 85 290 Fb PSI 875 1,350 2,900 2,500 AT 28 DAYS 40,000 PSI E PSI 1,600.000 1,600,000 2,000.000 Z:\john\D\Johs\BenHidalgo\Finn Rcsidcnce 5-8-21\Calcs\FINN TfTLE SHET.wpd ---------·····-·-···· ....... ---·-·-·-···-·-·-··--··---' BlH-LDING DESIGN CRITERIA The design criterion for development in the County of San Diego is based on the 2016 California Building & Residential Codes. The design criteria are minimum standards and must he supported by structurnl calculations and gcothcclmical reports when used in the des1gn of structures \Vi thin the city. Basis is CBC Chapter 16 and ASCE 7. ADOPTED CODES 2016 California Residential & Building Codes 20 I 6 California Green Building Standards Code (Cal Green) 2016 California Energy Code 2016 California Electrical Code 2016 California Plumbing Code 20 I 6 California Mechanical Code 2016 California Fire Code Roof Live Load = Roof Dead Load = Floor Live Load= Floor Dead Load = SEIS!v11C DESIGN Seismic Importance= 1 Ss=0965 S1=0.352 R=6.5 WIND DESIGN 16-20 psf 20 psf 40 psf 15 psf Site Class=''[)'' Stiff Soil S:vis=l.158 S1.11= Null T=0.20 Basic wind speed 96 at 3-second gust Basic wind pressure 17.05 psf Exposure ;.C' for most areas Rainfall 3 inches per hour for design of roof drains Risk Category= Sns=0.772 Sn1= Null V=-00. I 2W II Occupancy Category=ll Fa=l.2 Fv= Null Class of Soil: CL, ML, MH and CH, Table 1806.2, ltcm 5 Allowable Vertical Bearing Pressure= 1,500 psf ii LATERAL CALCULATIONS SHEAR WALL SCHEDLJLEa,bc.d SINGLE SIDED SHEAR WALLS MINIMUM FASTENER ASD ALLOWABLE SHEAR PENETRATION INTO EDGE NAIL ANCHOR SOLE BLOCK/SILL SHEAR MATERIAL BOLTS PLATE WALL FRAMING MEMBER 3-PLY SPAClNGl 3/s",!Jx 1 Q"j,k NAILING-SN A35 CLIPSq (plf) MARK OR BLOCKING OR osoe (I~~-o.c.) (IN o.c) (IN. o.c.) (IN o.c.) (IN ) SEISMIC WIND LOADS LOADS 19 1 3/8" 3/8" 8d @ 6" 48 16d@ l 2" 32 132 184 29 1 3/8" 3/8" 8d @ 4" 48 16d@ 6" 24 192 268 3h 1 3/8" 3/8" 8d @ 5" 32 16d1 @ 6" 24 220 307 4h 1 3/8" 3/8" 8d @ 4'' 32 16d1 @ 4" 16 320 447 5h I 3/8" 3/8" 8d @ 3•1,i 16 Y;tl'l LAGS 12 410 575 @ l 2'1T>,n,o,p 5h 1 3/8" 3/8'' Bd @ 2 "f,i 16 Jf's!J LAGS 8 530 742 @ s•m,n.o,p f1' 1 1 /2" 15/32" 10d @ _yt,i 12 .Y,"0 LAGS 8 665 930 STRUC 1 @ a"m,n,o,p 'ii' 1 1 /2" 15/32" 10d @ 2•1.i 8 Y,,"l'l LAGS 6 870 121 7 STRUC 1 @ 5•m,n,o,p SHEAR WALL SCHEDULE NOTES: a. THIS SCHEDULE IS BASED ON THE AF&PA SDPWS SPECIAL DESIGN PROVISIONS FOR WIND ANO SEISMIC, TABLE 4.3A. ALLOWABLE VALUES HAVE BEEN ADJUSTED FOR ASD LOAD FACTORS. b THE VALUES USED IN THIS TABLE ASSUME THAT THE MOISTURE CONTENT AT THE TIME OF FABRICATION IS < l 9% AND THAT PROPER MOISTURE PROTECTION IS CONSTRUCTED TO ENSURE THAT THE WALL REMAINS AT < 19% MOISTURE CONTENT lllJRING A SERVI(:[ L8An fVENT c. FIELD NAILING (FN) TO BE AT 12" o.c. MINIMUM. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERT! CALLY. d. STUDS SHALL BE SPACED AT NO GREATER THAN H," o.c. e. 4-PLY ANO 5-PLY PANELS MAY BE USED INSTEAD OF THE SPECIFIED MATERIAL WITH NO ADJUSTMENTS TO THE TABULATED SHEAR VALUES. f. SPECIAL INSPECTION IS REQUIRED WHERE NAIL SPAC!NG IS LESS THAN 4" o.c. g. WALL DOES NOT REQUIRE BLOCKING. UNBLOCKED SHEAR WALLS MAY NOT BE TALLER THAN 16' -0" IN HEIGHT h 2x BLOCKING IS REQUIRED AT ALL PANEL EDGES IN ORDER TO ACHIEVE THE SPECIFIED LOADS. WHERE NAIL SPACING REQUIRES THAT NAILING BE STAGGERED, BLOCKING LAID IN THE LONG DIMnJSION MAY BE REQUIRED FOR FOR FASTENER EDGE DISTANCE REQUIREMENTS. 1. 3x NOMINAL STUDS, PLATES. AND BLOCKING ARE REQUIRED AT PANEL EDGES. NAILS SHALL BE STAGGERED TO PREVENT THE SPLITTING OF WOOD SUCH THAT A ½" EDGE DISTANCE IS MAINTAINED BETWEEN AT ANY PANEL OR FRAMING MEMBER. J THERE SHALL BE A MINIMUM OF TWO (2) ANCHOR BOLTS PER SOLE PLATE. BOLTS MUST HAVE A 5" MINIMUM AND 12" MAXIMUM CLEARANCE FROM THE EDGE OF THE SOLE PLATE. ANO A 7" MINIMUM EMBEDMENT INTO CONCRETE OR MASONRY. ANCHORS MUST BE AT LEAST 1 -¾" FROM ANY CONCRETE EDGE THAT IS PARALLEL WITH THE SOLE PLATE, AND 9-½," FROM ANY CONCRETE EDGE THAT IS PERPENDICULAR TO THE SOLE PLATE. k. PROVIDE A 3"XJ"X0.229" PLATE WASHER AT EACH BOLT. L FASTENERS MAY BE COMMON OR BOX NAILS. GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED. m. LAG SCREWS SHALL HAVE A MINIMUM EMBEDMENT INTO A 4x MAIN MEMBER OF AT LEAST 8-DIAMETERS. n. THE PRE-DRILLED CLEARANCE HOLE FOR THE LAG SCREW SHALL BE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRllTION AS THE LENGTH OF THE UNTHREADED SHANK. o. THE PRE-DRILLED HOLE FOR THE THREADED PORTION OF THE LAG SCREW SHALL BE ¼"0 MINIMUM AND o/is"0 MAXIMUM. p. SOAP OR OTHER LUBRICANTS MAY BE USED ON THE LAG SCREW OR IN THE LEAD HOLES TO FACILITATE INSERTION AND PREVENT DAMAGE TO THE SCREW. q. REFER TO THE MOST CURRENT SIMPSON STRONG-TIE "WOOD CONSTRUCTION CONNECTORS" CATALOG FOR INSTALLATION AND NAILING REQUIREMENTS. L9 Jl - -- - J I I J I 1 I I I I I I I 0 -e J \_ ' ) / l \. ) " rn Q_ '-i / '? / 0 / 2 t ' ~ ·g · , ; 1 g ; ~ <.l . · t _J (\ ) (.l ' I • l ·1 u l _) l' I [ 7 ' Cl '- L -, l (\ ) _J '- j r <I l 1 :.. . '- T >- (Y '< '" t ~. w ::: , Cl ' / 11 ' \ .) Q 'i' (I i I I Q /,IT 1•1 I 11 l\ l 11, I IX •I ,,1~ i1, l,1 I I '11 l'I I I ' ('- I UJ 1'1 ·; ~ ·~ e r ,', 5 / t7 ,~ , _ J rt t t = = = = : 3 : : : - - : : - - - - = :-=- ~- r;; _ - _ -_ -__ -- _- _- _-... . . rt . . _ ; - _ - _ - __ 1- , ' II J [I fl' 11 1 UJ I I / <.l . \._ ) I~ 0 2 ~ ,1 (' I ) Q } 2 l) ·-. . 0 -, GI (l ) 1 [g ] ., Servin Engineering 264 7 Gateway Road SEISMIC DESIGN REQUIREMENTS Carlsbad, California 92009 ADDITION ABOVE RESIDENCE 760-533-6532 SEISMIC DESIGN PARAMETERS: Risk Category: I = Importance Factor: Site Class: Ss= Sos = S,= So,= Seismic Design Category: Basic Building System: II 1 D 0.981 0.785 0.359 null D A. Bearing Wall System (CBC Table 1604.5) (ASCE 7 Table 1.5-2) (Default Class D) (From USGS Maps} (From USGS Maps) 15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance R = Response Modification Factor: 6.5 Building Period T : T = 0.020xh?·75 r = o.~o hn = 21 .5 BASE SHEAR CALCULATION: (ASCE 7 eqn: 12.8-7) (Structure Ht, ft) Project ame: Address: UN: By: Dare: (ASCE 7 eqn: 12.8-2) S05 xW Yrnax = . (R) 1 x T Vmin = max{0.044S05/ x WI0.01 x W} If S1 2'. 0.6g Vmin = max(o.044Svsl x wlo,01 x wl 0·551/(R//)) II DESIGN BASE SHEAR USE: v = o.12•wjl STORY FORCE DISTRIBUTION: Story Story Unit DL Wall Area Unit DL hx (ft) Area (ff) (psf) (ft2) (psf) Roof 1750 20 1356 12 9 2nd Floor 1835 15 1545 12 9 (ASCE 7 eqn: 12.8-3) (ASCE 7 eqn: 12.8-5) (ASCE 7 eqn: 12.8-6) w, (lbs) w,*h, 43136 388224 44931 404379 88067 792603 3 Finn Addition 2702 Avalon Ave NS v = o.12·w Vmax = 0.6*W Vm,n = 0.03*W w, *h,l:[w, *h, F, (lbs) F,/sqft (psf) 0.49 5176 2.96 0.51 5392 2.94 V = 10568 4 DIAPHRAGM DESIGN FORCE, Fp,: Story Wpx {lbs) "i_Wpx {lbs) Fx (lbs) "i.Fx (lbs) Fpx (lbs) F pxmin (lbs) Fpxmax (lbs) Design Fp, 0.2Sos1Wpx 0.4S051Wpx (lbs) Roof 35000 35000 5176 5176 5176 5495 10990 5495 2nd Floor 27525 62525 5392 10568 4652 4321 8643 4652 5 Servin Engineering Project Name: Finn Addition 2647 Gateway Road Address: 2702 Avalon Ave Carlsbad, California 92009 SEISMIC DESIGN REQUIREMENTS JN: 760-533-6532 By: NS Date: SEISMIC FORCE DISTRIBUTION AT STORY LEVEL: LEVEL: Roof F,.Jsqft = 2.96 psf p= 1.3 Line Width to Left Length Along Width to Righi Length Along Trib. Area Vu (lbs) VAso (lbs) of Line (ft) Line (ft) of Line (ft) Line (ft) (ft2) A 0 0 22 14.5 159.5 613 429 B 22 14.5 0 0 159.5 613 429 1 0 0 14.5 22 159.5 613 429 2 14.5 22 0 0 159.5 613 429 LEVEL: 2nd Floor F,/sqft = 2.94 psf p= 1.3 Line Width to Left Length Along Width to Right Length Along Trib. Area Vu (lbs) VAso (lbs) of Line (ft) Line (ft) of Line (ft) Line (ft) (ft2) A 0 0 22 14.5 159.5 609 426 B 22 14.5 0 0 159.5 609 426 1 0 0 14.5 22 159.5 609 426 2 14.5 22 0 0 159.5 609 426 LEVEL· F.fsqft = psi p= Line Width to Left Length Along Width to Right Length Along Trib. Area Vu {lbs) VAso (lbs) of Line (ft) Line {ft) of Line (fl) Line (ft) (ft2) Servin Engineering 2647 Gateway Road Carlsbad, California 92009 WIND DESIGN REQUIREMENTS 760-533-6532 General Requirements per ASCE 7-10 Chapter 26 WIND LOAD DESIGN PARAMETERS: Risk category Exposure category Importance factor, lw Gust factor, G Basic wind speed (3-second gust), V BUILDING DESIGN PARAMETERS: Mean roof height of building, h Roof eave height of building Horiz. bldg dim.normal to wind direction, B Horiz. bldg dim.parallel to wind direction, L Roof slope angle, 9 Bldg. edge zone, a Ve/ocit11 Pressure qh = 0.00256xKhKhiKdV2f = = = = = = = = = = = II B 1.00 0.85 96 21 18 22 14.5 22.6 3 Kd = Wind directionality factor per ASCE §26.6 mph ft ft ft ft Project , arnc: Finn Addition Address: 2702 Avalon Ave J : By: NS Dare: (ASCE Table 1.5-2) (ASCE §26.9.4) (www.atcouncil.org/windspeed) = Velocity pressure exposure coefficient per ASCE Table 27.3-1 z K1,& Kz Kz1 Kd Qz (ft) (lb/ft') 100 0.99 1.0 0,85 26.02 90 0.96 1.0 0.85 25.25 80 0.93 1,0 0.85 24.41 70 0.89 1.0 0.85 23.50 60 0.85 1.0 0.85 22.49 50 0.81 1.0 0.85 21.34 40 0.76 1.0 0.85 20.03 30 0.70 1.0 0.85 18.45 25 0.70 1.0 0.85 18.45 15 0.70 1.0 0.85 18.45 0 0.70 1.0 0.85 18.45 = 18.4:i psf (Ultimate) 6 7 Servin Engineering Project amc: Finn Addition 2647 Gateway Road Address: 2702 Avalon Ave Carlsbad, California 92009 WIND DESIGN REQUIREMENTS J1 : 760-533-6532 By: NS Date: ASCE 7-1 0: Chapter 28 -Main Wind-Force Resisting Systems -Envelope Procedure Design Wind Pressure p = qh [(GCpf) -(GCpi)] (psf) qh = 18.45 psf (GCp,) = 0.18 (ASCE Table 26.11-1) (GC pt) = external pressure coefficient from Fig. 28.4-1 Roof LOAD CASE A -WIND DIRECTION PERP. TO LONGITUDINAL FACE OF BUILDING Angle, e External Pressure Coefficients, GCpf (Degrees) 1 2 3 4 1E 2E 3E 4E 0-5 0.4 -0.69 -0.37 -0.29 0.61 -1 .07 -0.53 -0.43 20 0.53 -0.69 -0.48 -0.43 0.8 -1 .07 -0.69 -0.64 30-45 0.56 0.21 -0.43 -0.37 0.69 0.27 -0.53 -0.48 90 0.56 0.56 -0.37 -0.37 0.69 0.69 -0.48 -0.48 Design Wind Pressure, p 1 2 3 4 1E 2E 3E 4E 0-5 10.70 -16.05 -10.15 -8.67 14.57 -23.06 -13.10 -11 .25 20 13.10 -16.05 -12.17 -11 .25 18.08 -23 06 -16.05 -15.13 30-45 13.65 7.19 -11 .25 -10.15 16.05 8.30 -13.10 -12.17 90 13.65 13.65 -1 0.15 -10.15 16.05 16.05 -12.17 -12.17 Roof LOAD CASE B -WIND DIRECTION PERP. TO TRANSVERSE FACE OF BUILDING Angle, e External Pressure Coefficients, GCpf (Degrees) 1 I 2 I 3 I 4 I 5 I 6 I I 0-90 -0.45 I -0.69 I -0.37 I -0.45 I 0.4 I -0.29 I I External Pressure Coefficients, GCpf 1E I 2E I 3E I 4E I SE I 6E I I 0-90 -0.48 I -1.07 I -0.53 I -0.48 I 0.61 I -0.43 I I Design Wind Pressure, p 1 I 2 I 3 I 4 I 5 I 6 I I 0-90 -11 .62 I -16.05 I -10.15 I -11 .62 I 10.70 I -8.67 I I Design Wind Pressure, p 1E I 2E I 3E I 4E I SE l 6E I I 0-90 -12.17 I -23.06 I -13.10 I -12.17 I 14.57 I -1 1.25 I I USE DESIGN WIND PRESSURES: for Roof slope = 22.6 • ZONE 1 2 3 4 5 6 LOAD 13.65 7.19 CASE A -11 .25 -10.15 n/a n/a LOAD -11 .62. -16.05 -10. 15 -1 1.62 10.70 -8,67 CASE B ZONE 1E 2E 3E 4E SE 6E LOAD 16.05 8.30 CASE A -13.10 -12.17 n/a n/a LOAD -12.17 -23.06 CASE B -13.10 -12.17 14.57 -11 .25 8 Servin Engineering Project nme: Finn Addition 2647 Gateway Road Address: 2702 Avalon Ave Carlsbad, California 92009 WI ND DESIGN REQUIREMENTS JN: 760-533-6532 By: NS Dace: STORY FORCE DISTRIBUTION: Wind Direction: Transverse Note: (Roof Trib. Ht. & Roof HI. Pressures Accounted For In Roof Stor Force) Design Design Wall Uniform Uniform End Story Trib. Wall Ht. Design Roof Roof End Design Wall End Zone Wall Load Zone Load Pressure (psi) Pressure Pressure (psi) Pressure (psi) (psi) (pit) (plf) Roof 9 32 37 24 42 117 264 2nd Floor 9 n/a nla 24 28 214 254 Wind Direction: Longitudinal Note: (Roof Trib. Ht. & Roof Ht. Pressures Accounted For In Roof Stor Force\ Design Design Wall Uniform Uniform End Story Trib Wall Ht. Design Roof Roof End Design Wall End Zone Wall Load Zone Load Pressure (psi) Pressure Pressure (psi) Pressure losf) losf) (pit) (pit) Roof 9 19 26 19 26 232 310 2nd Floor 9 n/a n/a 19 26 174 232 WIND FORCE DISTRIBUTION AT STORY LEVEL: LEVEL· Roof Diaphragm Diaphragm Wind Wall Type Line Receive V,nienor Line Width lo Left Width lo Righi End Zone Vendzone (lbs) Vu (lbs) v .. d (lbs) of Line (ft) of Line (ft) Direction Exterlornntemiediate Shear (lbs) A 0 22 Transverse Exterior Yes 1291 638 1930 1158 B 22 0 Transverse Exterior Yes 1291 638 1930 1158 1 0 14.5 LonQitudlnal Exterior Yes 1685 272 1958 1175 2 14.5 0 LonQitudinal Exterior Yes 1685 272 1958 1175 LEVEL· 2nd Floor Diaphragm Diaphragm Wind Wall Type Line Receive V1n1enor line Width to Left Width to Right End Zone V endzono (lbs) Vu (lbs) v,SIJ (lbs) of Line <ft\ of Line (ft\ Direction Exteriorllntenned1ate Shear (lbs) A 0 22 Transverse Exterior Yes 2356 174 2530 1518 8 22 0 Transverse Exterior Yes 2356 174 2530 1518 1 0 14.5 Lonqitudinal Exterior Yes 1264 204 1468 881 2 14.5 0 LonQitudinal Exterior Yes 1264 204 1468 881 9 Servin Engineering Project ame: Finn Addition 2647 Gateway Road Address: 2702 Avalon Ave Carlsbad, California 92009 WIND DESIGN REQUIREMENTS N: 760-533-6532 By: NS Date: SHEAR WALL DESIGN LEVEL: Roof Total Lrne Wall Wall Vsers.ASO VwrNDASO Seismic Wrnd Shear Wall Allowable Allowable Length Segment (ft) (lbs) (lbs) VASD (plf) VASD (plf) Type Vse1s (plf) Vwind (plf) {ft) A 9.17 4.58 429 1158 47 126 1 132 184 B 11 .83 11 .83 429 1158 36 98 2 192 268 1 4.5 4.5 429 1175 95 261 2 192 268 2 4.92 4.92 429 1175 87 239 2 192 268 LEVEL· 2nd Floor Total Line Wall Wall Vse1sAso VwiNDASO Seismic W ind Shear Wall Allowable Allowable Length Segment (ft) (lbs) (lbs) VASO (plf) VAso (plf) Type Vse,s (plf) Vwind (plf) {ft) A 9.17 4.58 856 2676 93 292 3 220 307 B 11 .83 11 .83 856 2676 72 226 2 192 268 1 4.5 4.5 856 881 190 196 2 192 268 2 4.5 4.5 856 881 190 196 2 192 268 HOLDOWN DESIGN LEVEL· Roof Wall Max. VASO Max. TAso WallWt. Roof Wt. (Q 6 X Net TAso Holdown Line Segment 0 2S06)DL TALL (lbs) (ft) (plf) (lbs) (lbs) (lbs) (lbs) (lbs) Type A 4.58 126 1136 495 183 32 1104 CS16 1705 B 11.83 98 881 1278 473 82 798 CS16 1705 1 4.5 261 2349 486 585 50 2299 MSTC28 3455 2 4.92 239 2149 531 640 55 2093 MSTC28 3455 LEVEL: 2nd Floor Wall Max. vAso Max. TAso Wall Wt. Flr+Rf (0.6 X Net TAso Holdown Line Segment (plf) {lbs) (lbs) Wt. (lbs) 0 2Sos)DL (lbs) Type TALL (lbs) (ft) (lbs) A 4.58 292 2626 989 595 75 2551 HDU2 3075 B 11 .83 226 2035 2555 1538 193 1843 HDU2 3075 1 4.5 196 1762 486 686 55 1707 HDU2 3075 2 4.5 196 1762 486 135 29 1733 HDU2 3075 GRAVITY CALCULATIONS -IQ ~ r• _ +-' _1 -~Na ........ ' W _2 'x 8 ' C<PNT. RI GE I ~ I \ I _X I I I I I ~ I ----+-----i-----'N--'-F-W'-'----=--2-'x+-6_' ----=--.;::_+:.'---'-F-'---=-;:::...-....:+---:-4-'' 0:::...:/--=c~l __ -4-_ __j__ o l c 4 'x 6 ' 1--lDRI 4'x 8'1 1-lDR. I J.·-8" : - PROPOSED CONVENTIONAL FRAMED ROOF IV LJ ~--===----,----==~ L ,-- ' __ _J (r fl'-----' l r- u ~-:l I I I L _____ _ ....a. 0 - Title Block Line 1 You can change this area using the 'Settings' menu item and then using lhe 'Printing & Title Block" selection. Title Block Line 6 __ Wood Beam DESCRIPTION: Typical Roof Header CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Project Title: Engineer: Project ID: Project Descr: J j • Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc-Prll 1,000.0 psi 1,000.0 psi 1,000.0 psi 1.000.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing Fe -Perp Fv Ft : Beam Is Fully Braced against lateral-tors,onal buckling 65.0 psi 65.0 psi Ebend-xx 1,300.0 ksi Eminbend -xx 1,300.0 ksi Density 34.0pcf Q(O 14/ kr(O 112) -;s ---- 4x6 Span = 5 0 ft Ap lied Loads ____ Service loads en ered Loacl Factors will be appl1ecJ tor calcl1lat1ons Uniform Load : D = 0.140 Lr= 0.1120 , Tributary Wrdlh == 1.0 ft, (Roof Loads) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.428: 1 Maximum Shear Stress Ratio Section used for this span 4x6 Section used for this span fb: Actual = 535.54psi fv : Actual Fb: Allowable 1 ,250.00 psi Fv: Allowable Load Combination +O+Lr Load Combination Location of maximum on span = 2.500ft Location of maximum on span Span# where maximum occurs = Span# 1 Span # where maximum occurs Maximum Denection Max Downward Transient Deflection 0.025 in Ratio= 2389 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.057 in Ratio = 1061 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations --------Load Combination Max Stress Ratios Moment Values -Segment Length Span# M V Cd C FN Ci Cr C rn C t CL M lb --------------OOnly Length = 5.0 II 0.331 0.381 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.44 297.52 ..O~r 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 0.428 0.494 1.25 1.000 1.00 1.00 1,00 1.00 1.00 0.79 535.54 +0+-0.7 50Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 0.381 0.439 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.70 476.03 +-0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.112 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 178.51 Overall Maximum Deflections Max.'-'D~ ----Load Combination Span Location in Span Load Combination ;jj~r--0.0565 2.518 Desi n OK = = = = = F'b V 0.00 0.00 900.00 0.29 0.00 0.00 1250.00 0.52 0.00 0.00 1250.00 0.46 0.00 0.00 1600.00 0.17 Max.'+' Defl 0.0000 0.494: 1 4x6 40 13 psi 81 25 psi •D•Lr 0.000 ft Span# 1 Shear Values ---fv F'v --0.00 0.00 22.30 58.50 0.00 0.00 40.13 81.25 0.00 0.00 35.67 81.25 0.00 0.00 13.38 104.00 Location in Span 0.000 12 Tille Blqck Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Tille Block Line 6 Llc. # : KW;o801'3588 DESCRIPTION: Typical Roof Header Vertical ReacUons Load Combination Overall MAXimU111 Overall MINimum DOnly -+0-+i.r -+0-+0.750Lr -+0.60D Lr Only Support 1 0.630 0.280 0.350 0.630 0.560 0.21 0 0.280 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 ----0.630 0.280 0.350 0.630 0.560 0.210 0.280 13 p . Values in KIPS 2'x 6 ' RAFTS ~ 24'o lc . - I I I I I "I ..-11·1~ I I -co ,,r-- l.l.. 11 I I I I • 11 fr'. I O o ,·1: -.;, ,~ I' _x "<f" 4'x 8' I--IDR / / ,/FB-4 /FL. 3-l/2 'x II -/8' P/L 2.0E "<f" 4'x 6' 1-lDR I 4 'x 8 ' ~ LANDING I I I I I 11 I '-1"----91 FB-2 FL. 3-l/2'x 11 -7/8 ' 8' P/L 2.0E ~=~~-------~n~.~~~~~~~~~ 4 'x 8 " DR 2'x. b ' RAF $ e 241O/c. 2'x. b' C.J. -!ii24'o/c. PROPOSED 2ND FLOOR FRAMING B -3 ------r 3-l/2'x II -7/8' P/L U DER WALL ABOVE I I __ _J 14 r '--- .-,runic~ M l!Bffl P ORT Level, Typical Floor: Joist 1 plece(s) 11 7/8" TJI® 210@ 16" OC ,--________ 1_1_;; ________ --< ,_v ______ s_· _____ __,~ ~ 1 ill m []] All locations are measured from tile outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination {Pattern) Member Reaction (lbs) 929 @ 12' 8 1/4" 2145 (3. 50") Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 485 @ 12· 6 1/2" 1821 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) ·1047@ 12' 8 1/4" 3795 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Def I. (In) 0.067@ 6' 1/4" 0.312 Passed (LJ999+) .. 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.085@ 5' 11 3/4" 0.624 Passed (L/999+) .. 1.0 D + 1.0 L (Alt Spans) TJ•Pro 'M Rating 58 40 Passed .. .. • DeHection criteria : LL (L/480) and n (L/240). • Allowed moment does not renect the adjustment for the beam stability factor. • A structural analySts of the deck has not been performed. • oenection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span RatinQ) that Is glued and nailed down. • Additional cons,deranons for ltle TJ·Pro'" Rating indude: None. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 · Stud wall • SPF 3.50" 2.25" 1.75" 84 294/·9 378/-9 I 1/4" Rim Board 2 · Stud wall -SPF 3.50' J.so· 3.50" 214 715 929 None 3 -Stud wall • SPF 3.50' 2.25" 1.75" 40 209/-70 249/-70 1 1/4" Rlm Board • Rim Board Is assumed to carry all loads applied directly above It, bypassing lhe member being designed. Lateral Bracing Bracing Intervals Top Edge (Lu) 7' 8" 0/C Bottom Edge (Lu) 7' J" o/c • TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing lnte,vals based on applied load. Comments Vertical Load Location Spacing I • Uniform (PSF) 0 to 21' I 1/2" 16" Weverhaeuser Notes Oead Aoor Live (0.90) (1.00) comment. 12.0 40,0 Default Load System : floor PASSED 15 Member Type : Joist Building Use : ReSldent,al Bu11dlng Code : !SC 2015 Design Methodology : ASD Weyerhaeuser warrants that the sizing of ,ts products will be 1n accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to clrtumvent the need for a design professional as determined by the authonty having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with lhe overall project. Accessories (Rim llollrd, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlibes are ltllrd·party certlfted to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR· 1153 and ESR· l387 and/or tested in accordance wlUl applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document•llbrary. The prod\lct apphcation. Input design loads, dunensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Chris Wong Self (415) 335-0801 chrls711@gmad.com lob Note$ A 6/7/2021 3:28:59 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VS.1.0.16 File Name: Finn Addition ~1r-vn1c ~ 1 n, tt • or T Level, Floor At Wall Holdown 1 piece(s) 11 7 /8" TJI® 210@ 16" OC An e~ce5S ve upl·ftrof ·1471 lbs at suppOrt IOC/1 ed at I' 1 3/4' failed th,s pro<luct. Ov~rall ~eng:h: 13 10' ----~~--- Prov Ide Uplift Tie to Address Use (2) Simpson H'7Z Ties Capacity Total= 1560 l~s 0--....... --------------------------------0 ~..--------------------------------., 11 3 [D All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horlzontal. Design Results Actual Cl> Location Allowed Result LDF LOiJd: Combination (Pattern) Member Reaction (lbs) 1889 @ 1' 1 3/4" 3432 (3.50") Passed (55%) 1.60 1.0 D + 0. 7 E (All Spans) Shear (lbs) 1637@ 1' 2648 Passed (62%) 1.60 1.0 D + 0.7 E (All Spans) Moment ( Ft-lbs) 1271 @ 7' 6 13/16" 3795 Passed (33%) 1.00 1.0 D + 1.0 L (Alt Spans) live Load Defl. (in) 0.125@ 6' 11 3/8" 0,312 Passed (L/999+) .. 1.0 D • 0.525 E + 0.75 L + 0.75 S (All Soans) Total Load Defl. (In) 0.070@0 0.200 Passed (2L/392) .. 0.6 D + 0.7 E (All Spans) TJ-Pro™ Rating 56 40 Passed ---- • Deflection criteria : LL (L/480) and TL (l/240). • Overhang deflection cntena: LL (2L/480J and TL (2LJ0.2'). • Allowed moment ~ not reflect the adjustment for the beam staboHty factor. • A structural analysis or the deck has not been performed. • DeOection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down. • AddI~onal consideraliOns ror lhe TJ-Pro•• Ra ng lndude: None. Bearing Length Load_s to Supports (lbs) Supports Total Av~llable Required Dead Floor Live Seismic Total Accessories 1 -Stud wall • SPF 3.50" 3.50" 3.50" 261 397 2326/-2326 2984/· Blocking 2326 2 · Stud wall -SPF 3.50" 2.25" 1.75· 90 344 196/·196 630/· I 1/4" Rim Board 196 • Rim Board Is assumed to carry all loads applied directly above It, byPasslng the member being designed. • Blocklng Panels are assumed to cany no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Top Edge (Lu) 5' B" O/C Bottom Edge (Lu) s· 5" o/c • TJI Joists are only analyzed using Maximum Allowable bracing solutions. -Ma-w;lmum allowable bracmg 1nt~rvaLs based on applied load. Comments Vertical Loads Location Spacing I • Uniform (PSF) 0 to 13' 10" 16' 2 • Point (lb) 0 N/A Weverhaeuser Notes Dead Floor Live Seismic (0.90) (1,00) (1.60) Comments 12.0 40.0 0erau11 Load 130 2130 Omega Waif OT Load from Wall A System : Floor Member Type : Joist Building U~ : Residential Building Code : !BC 2015 Design MethodOIOQy : ASD 16 Weyerhaeu~r warrants that the sizing of Its products will be in accorclance with Weyerhaeuser product design critena and published design values. Weyerhaeuser expressly disclaims any olher warran~ related to the software. U~ of this software Is not intended to circumvent the need ror a design professional as determined by lhe authority having Jurisdiction. Toe designer of record, b1.11lder or framer Is responsible to assure that this calculanon Is compatible with the overall project. Accessories (Rim Soard, Blocking Panels and 5Quash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facmtres are third-party certified to sustaln~ble rorestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by [CC-ES under evaluation reports ESR· ll 53 and ESR-1387 and/or tested in accordance w1t11 applicable ASTM standards. For current code evaluatJon reports, Weyerhaeuser product literature and lnstallallon details refer to www.weyerhaeuser.com/woodproducts/document-nbrary. The product appllcallon, Input design loads, dimensions and support mformation have been provided by ForteWEB Software Operator ForteWEB Software Operator Chns Wong Self (415) )35·0801 chris711@gma11.com lob Notes \\t\crlLl1-U\1,,'f 6/7/2021 3:32:23 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: VB.1.0.16 File Name: Finn Addition Title Block Line 1 ' . You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 ! Wood Beam DESCRIPTION: Typical Floor Header COD£ REFERENCES Calculations pe r NOS 201 2, IBC 201 2, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Propert_ie_s _____ _ Project Title: Engineer: Project ID: Project Descr: fl, , I Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 1,000.0 psi 1,000.0 psi 1,000.0 psi 1,000.0 psi E : Modulus of Elasticity Fc -Prll Wood Species Fe • Perp Wood Grade Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0 102) L10 34 4x8 Span= 5.0 ft 65 .0 psi 65 .0 psi Ebend-xx 1 ,300 0 ksi Eminbend. xx 1.300.0ksi Density 34.0 pcf Applied Loads __ __ _ ___ _ SeMce loads entered Load Factors will be applied fot calculat1ons Uniform Load · D -0 1020, L = 0.340 , Tributary Width= 1.0 ft (Floor Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.541: 1 Maxi mum Shear Stress Ratio Section used for this span 4x8 Section used for thi s span fb: Actual = 540.58 psi fv: Actual Fb: Allowable = 1 .000.00 psi Fv: Allowable Load Combination -t-O+L Load Combination Location of maximum on span = 2 500 ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downwa rd Transient Deflection 0.033 in Ratio= 1802 >=360 Max Upward Transient Deflection 0.000 in Rati o= 0 <360 Max Downwa rd Total Deflection 0.043 in Ratio= 1386 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb ---DOnly Lenglh = 5.0 ft 0.139 0.196 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.32 124.75 +O+l 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 0.541 0.763 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.38 540.58 +O-i-0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 fl 0.349 0.493 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.12 436.62 -i-0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Lenglh = 5.0 fl 1 0.047 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 74.85 Overall Maximum Deflections ------------Load Combination Span Max.•.· Defl Location in Span Load Combination +O+l 1 0.0433 -2.518 = = = = F'b 0.00 900.00 0.00 1000.00 0.00 1250.00 0.00 1600.00 Desi n OK V 0.763: 1 4x8 49.59 psi 65 00 psi +D+L 0000 ft Spc1n # 1 Shear Values fv F'v --0.00 0.00 0.00 0.19 11.44 58.50 0.00 0.00 0.00 0.84 49.59 65.00 0.00 0.00 0.00 0.68 40.05 81.25 0.00 0.00 0.00 0.12 6.87 104.00 Max.'+" Den Location in Span 0.0000 0.000 17 Title Bloc~ Line 1 'vou can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Project Title : Engineer: Project ID: ProJect Descr: Title Block Line_§_ _________________________________ _ F"'"i e-: '"'Fi-nn_,A...,.dd=it.,...ion-.e-c6~ J' DESCRIPTION: Typical Floor Header Vertical Reactions Load Combination Overall MAXimum Overall MINlmum D Only +O+L +0-t-0.750L -t-0.60O L Only Support notation : Far left is #1 Values in KIPS ----------Support 1 Support 2 nos 7.His 0.850 0.850 0.255 0.255 1.105 1.105 0.893 0.893 0.153 0.153 0.850 0.850 18 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title BIQ_Ck LinEL_6 Project Title: Engineer: Project ID: Project Descr: ' r JI, Wood Beam File: Finn Addition.ec6 Software copyright ENERCALC. INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: F81 /FB5 (Design for Balcony Loads Governs) CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 _ Material Properties Analysis Method : Allowable Stress Design Load Combination ASC E 7 -16 Wood Species Wood Grade Fb • Fb- Fc • Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ?i ! l 6x8 Span= 7 50 ft 1,000.0 psi 1,000.0 psi 1,000.0 psi 1,000.0 psi 65.0 psi 65 O psi E: Modulus of Elasticity Ebend-xx 1.300.0ksi Eminbend -xx 1,300.0ksi Density 34.0pcf ,, A lied Loads Service loads entered I oad Factors will be applied ror calc:lilat1011s Uniform Load· D = 0.0720 L = 0.360 Tributary Width = 1.0 ft (Balcony Load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.707: 1 6x8 706.91 psi 1,000.00 psi +O.+l 3.750ft Span i+ 1 0.103 in 0.000 in 0.123 in 0 .000 in Desi n OK Maximum Shear Stress Ratio = 0.761 : 1 Section used for this span 6x8 fv: Actual = 49 45 psi Fv: Allowable = 65.00 psi Load Combination +D+L Location of maximum on span = 6.898 ft Span # where maximum occurs Span fl 1 Ratio = 817 >=360 Ratio= 0<360 Ratio = 731 >=180 Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Shear Values Load Combination Segment Length OOnly Length :: 7 .50 r, -t{)+l Span# Max Stress Ratios M V 0.131 0.141 Length = 7.50 ft 0.707 0.761 +D+Q.750L Length = 7.50 ft 0.448 0.482 +Q.600 Length= 7.50 ft 1 0.044 0.048 Overall Maximum Deflections Load Combination +O~ Span 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1.000 1.000 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Max.•.• Den Location in Spa-n--Load Combination 0.1231 3.777 -- Moment Values ------M fb F'b V ---0.00 0.00 0.51 117.82 900.00 0.23 0.00 0.00 3.04 706.91 1000.00 1.36 0.00 0.00 2.40 559.64 1250.00 1.08 0.00 0.00 0.30 70.69 1600.00 0.14 fv 0.00 8.24 0.00 49.45 0.00 39.15 0.00 4.94 F'v 0.00 58.50 0.00 65.00 0.00 81.25 0.00 104.00 Max. '+" Den Location in Span 0.0000 0.000 19 • Title Bloc\< Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection . Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: FB1/FB5 (Design for Balcony Loads Governs) Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.600 L Only Support 1 1. 20 1.350 0.270 1.620 1.283 0.162 1.350 Support notation : Far left is #1 Support 2 1.6~- 1,350 0.270 1.620 1.283 0.1 62 1.350 20 File: inn Addition.ec6 Values in KIPS Title Bloc~ Line 1 Project Title: Engineer: Project ID: You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection . Project Descr: Title Block Line 6 DESCRIPTION: F82/FB3/FB4 (Design for FB3 Loads) CODE REFERENCES ------------------Ca I cu I at ions per NOS 2012, !BC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties ________ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Fb + Fb - Fc-Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling o,o 0651 ,'10 0521 -----~f ~·-- 0,0 02, .10 eu, 1,000.0 psi 1,000.0 psi 1,000.0 psi 1,000.0 psi 65.0 psi 65.0 psi E: Modulus of Elasticity Ebend-xx 1,300.0ksi Eminbend -xx ·t ,300.0ksi Density 34.0pcf -, ~---~~ .... _ ·-· ----.-------00 ·4 ~r0.1121 DiO 1081 --·----.---------,-·-- 35xll 875 ( i Span• 8 0 ll Applied Loads Service loads entered Load Factors w,11 be appl,ecl for calcL1lalions Uniform Load : D = 0.1080. Tributary Width= 1.0 ft, (Wall Dead Load) Uniform Load : D = 0.140 Lr = 0.1120, Tributary Width = 1.0 ft, (Roof Load) Uniform Load D = 0.020. L = 0.060 , T nbutary Width = 1.0 ft, (Floor Load) Uniform Load D = 0.0650 Lr= 0.0520 , Tributary Width= 1.0 ft, (Low Roo0 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.468: 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb : Actual = 584.69 psi fv : Actual Fb: Allowable = 1,250.00 psi Fv: Allowable Load Combination +O+Q 750Lr➔O. ?SOL Load Combination Location of maximum on span = 4.000 ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0 .024 in Ratio= 4009 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.073 in Ratio= 1312 >=240 Max Upward Total Denection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb D Only Length = 8.0 ft 0.432 0.624 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.66 388.63 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.459 0.663 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.14 458.65 +O+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.464 0.670 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.98 580.02 +D+0.750Lr+O. 750L 1.000 1.00 1.00 1.00 1.00 1.00 Length ;; 8.0 ft 0.468 0.676 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.01 584.69 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.384 0.554 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.02 44 1.14 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Desi n OK = 0.676 : 1 3.5x11.875 = 54.90 psi = 81 .25 psi +D+Q.750Lr+0.750L = 7.036 ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 900.00 1.01 36.49 58.50 0.00 0.00 0.00 0.00 1000.00 1.19 43.07 65.00 0.00 0.00 0.00 0.00 1250.00 1.51 54.47 81.25 0.00 0.00 0.00 0.00 1250.00 1.52 54.90 81.25 0.00 0.00 0.00 0.00 1150.00 1.15 41.42 74.75 0.00 0.00 0.00 0.00 21 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam I ;t Project Title: Engineer: Project ID: Project Oescr: DESCRIPTION: FB2/FB3/FB4 (Design for FB3 Loads) Load Combination Max Stress Ratios Segment Length Span# M V Length = 8.0 ft 1 0.146 0.21 1 Overall Maximum Deflections Load Combination Span +0..0.750Lr..0.7=50~L------1-- Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +D+Lr +0+0.750Lr+0.750L +0+0.750L +0.60D Lr Only L Only Cd C FN Ci Cr Cm C t CL 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Max. '-' Deft Location in Span Load Combination 0.0731 Support 1 2.004 0.240 1.332 1.572 1.988 2.004 1.512 0.799 0.656 0.240 4.029 Support notation : Far left is #1 Support 2 2.004 0.240 1.332 1.572 1.988 2.004 1.512 0.799 0.656 0.240 Moment Values M fb 1.60 233.18 P••,hJ ;UN )j l\t 1 F'b V 1600.00 0.61 Max.'+' Def! 0.0000 Values in KIPS Shear Values fv F'v 21 .90 104.00 Location in Span 0.000 22 FOOTING CALCULATIONS 23 Servin Engineering, Inc. Project Name: Finn Addition 264 7 Gateway Road, #105-500 Address: Carlsbad, CA 92009 FOOTING CAPACITY JN: 760-533-6532 By: cw nickservin@gmail.com Date: 6/5/2021 CAPACITY OF CONTINUOUS FOUNDATIONS Soil Pressure: 1,500 PSF Report By: None LEGEND DESCRIPTION UNITS A Column Width Along Footing In ches Ac Projected Concrete Area Bearing on Soil Sq-Ft B Width of Footing Inches D Depth of Footing Inches L Length Along Footing L=A+2O Inches p Allowable Load on Footing Lbs I B II D II A II L II Ac II p I Inches Inches Inches Inches Sq-Ft Lbs 12 12 3.5 27 .5 2.29 3,438 12 18 3.5 39.5 3.29 4,938 12 12 5.5 29 .5 2.46 3,688 15 18 5.5 41.5 4.32 6,484 18 24 3.5 51 .5 6.44 9,656 18 24 5.5 53 .5 6.69 10,031 18 24 7.5 55.5 6.94 10,406 18 24 9.5 57.5 7.19 10,781 p 1 SPREAD FOOTING CONCRETE DESIGN Code used: CBC 2019, Sec. 1805.4 (Footings) ACI 318-14 Transverse Bars Footing Location Ground Floor Column Dimensions bcol = 4 heal= 4 Foundation Dimensions w= 2 I= 2 hng = 18 d= 14.0 Soil Properties Qa11ow = 1500 Load Factor= 1 Qu = 1500 Material Properties f C : 2500 f -y -60 Column Load Pa11ow = 6 Pu= 6 in. in. ft ft in. in. psf psf psi ksi kips kips Longitudinal Bars Width of column or base plate Length of column or base plate Width of footing, minimum width= 1' (Sec. 1805.4.1) Length of footing Depth of footing Depth to steel centroid = d • 4" w Allowable soil pressure (CBC 2019, Sec. 1804) w/1/3 increase Ratio of allowable soil pressure to ultimate soil pressure Ultimate soil pressure Concrete compressive strength, minimum 2500 psi (Sec. 1805.4.2.1) Steel yield strength Allowable column load based on foundation dimensions and Qallow P allow = Qallow W I CHECK PUNCHING SHEAR (ACI 318-14, Sec. 11 .12.1.2) Check: Shear Demand d/2 Shear demand Vu computed using uniform ultimate soil pressure at a plane d/2 away from column face. H------. ·o· I I : h: . [ / ( h T d )( h T d ) ] I = ( 11· )( ) --</ = 1-l-l Shear Strength ba = Ve= <I>= «J>Vn = 72 202 0.75 151 Check Demand and Capacity <j>V0 ~Vu ? OK in. kips kips 3 kips Critical perimeter (ACI 318-14, Sec. 11 .12.1.2) Ve= 4 ✓fc b0 d (ACI 318-14, Sec. 11 .12.2.1) I : I I '-----t,--·-- w Strength reduction factor for shear (ACI 318-14, Sec. 9.3.2.3) Shear strength using concrete only (ACI 318-14, Eq. 11-2) (ACI 318-14, Eq. 11-1) 24 OK CHECKS FOR BEAM ACTION Check Beam Shear Transverse Direction (b(2 + d)l (/)(,, ) - I 2 . (ACI 318-14, Sec. 11.12.1.1) Shear demand Vu at planed away from face of column. Check: d n -1 kips i l ! 25 OK kips (ACI 318-14, Eq . 11-3) d L .... •----b .. h ---- Long Direction I' l' (h/:.+c!)l ---j(ll'}((f ,) 2 12 . Check Beam Flexure Transverse Direction .\/ ' (h/2)1: /(,1 .) 12 2 ¢.\1 ,, -r/>.-l,f , d( I A,.reqd = 0.02 Long Direction I 1 / (/11 2 ) : w(q .\! ., I 12 .2 A,.reqd = 0.02 DETERMINE REQUIRED REBAR -1 25 OK kips kips (ACI 318-14, Eq. 11-1) (ACI 318-14, Eq. 11-3) (ACI 318-14, Eq. 11-1) Critical section extends across width of footing at face of column Demand determined at critical section based on Qu in2 in2 kip-ft Moment demand Capacity using rectangular stress block (ACI 318-11 , Sec. 10.3) Solve for As.reqd as a quadratic equation kip-ft Moment demand Solve for A..,aqd as a quadratic equation I. b w w 0.60 in2 Minimum steel= 0.0018 bwd (ACI 318-11 , Sec. 7.12.2.1, 10.5.4) Set of Valid Bar Configurations Transverse Bars No. of Bars Bar Size 3 #4 3 #5 2 #6 0.60 0.93 0.88 Longitudinal Bars No. of Bars Bar Size A, [in2] 3 #4 0.60 3 #5 0.93 2 #6 0.88 • I 25 OK <J ) () u 0 -- - - ( 1 0 tO C) (._ ' I ._ _ _ r I (< ) <l {Y n_ () I __ _ _ _'. ¥ - __ _ _ _ 1- -- I I -- , T - 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I () .._ _ L -1 () ll l _j ll l 1 ~ LIi <. [ tr ) _, >- ·~ Q ro ti ) -- : ; _J ·- I ' W -C) _I LI i ~ c() 9 > <. f l , : ; : ; UJ 7 • ,, I. ' . ) < ( "1 ~ <{ _J ::- - '- · J 0 __ _ _ _ _ ._ . , __ ._ l _ . J I -- L , . . . _ : . . \ 1 1 I : I J \'. ) L v_ \.. ) I- C) _I J () (i ) [( ) I.' . ) ,l: l <( I ·~ · IU io O) L () 7 I I I I I I I I I: I-t[ ) 0 -- - , n,: () L () <I. I J LI {L (Y LI i " ' 0 1--<f I.' . ) 7 V u o, · I <.f l [) () ) .. ll l E) J <-t (j JI u) . - 11/26121, 11 :25AM Connection Calculator Design Method I Allowatlle Strec;s Design (ASD) V Connection Type I W1thdrawC1I loading V Fastener Type I Lag Screw V Loading Scenario J~N_/_A ________________ v_ [ Main Member Type I Douglas fir-Larch V I Main Member Thickness i 1.s 1n . V I Side Member Type J Steel V I Side Member Thickness I 1/4 m. V I W-lsher Thickness I 1 /8 m. V I Nominal Diameter i 11-i in. V I Length I 2 in. V I Load Duration Factor I C D -1.0 V I \\\!t Sernce Factor I C M -l 0 V I Fnd Grain Factor I C eg -1.0 V I Temperature Factor I C t ~ J .0 V Adjusted ASD Capacity 1302 lbs. Fastener length exceeds total connection thickness • The Adjusted ASD Capacity only applies to withdrawal of the fastener from the train merroer. It does not address head pull-through capacity of the fastener in the side merroer. While every effort has been trade to insure the accuracy of the information presented , and special effort has been trade to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its merroers assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by A n-erican Wood Coun.ci]. https:/lwt.w.aw::.org /calculators/connectioncalc.160106'ccs~e.~p?desig n_ rrethod=ASD&connection_t}Pe=WithdrB\10I +loading &fastener _!)PeS=L.ag + ScrEM&I... 1/1 .. 11 /26121, 11 :30 AM Connection Calculator Design Method I Allowable Stress Des,gn (ASD) V Connection Type I Lateral loading V ..------------------Fastener Type I Lag Screw V Loading Scenario I Single Shear V I Main Member Type I Douglas F,r-Larch V I Ma.in Member Thickness j 1.s in. V I Main Member: Angle of ,, Load to Grain O I I Side Member Type I Steel V -I Side Member Thickness 1 1/4 in V I Side Member: Angle of I Load to Grain O I \¼sher Thickness I 1 /8 in . V I Nominal Diameter I t/4 in. V I Length I 2 1n. V I Load Dural'ion Factor I C_D ~ l .0 V I ~t Service Factor I C M "' 1.0 V I End Grain Factor I C eg = 1.0 V I Temperature Factor I C t = 1.0 V Connection Yield Modes I Im 1638 lbs. I ls 11687 lbs. I n 1322 lbs. ,.------l-II-m-----.-,2-84-lb_s __ ------- I Uls 1286 lbs. I N 1210 lbs. Adjusted ASD Capacity 1210 lbs. Fa rencr length exceeds total connection thickness • ui.g Screw bending yield strength of70000 psi is assuired. • The Adjusted ASD Capacity is only applicable for lag screws with adequate end distance, edge distance and spacing per NOS chapter 11. • ASTM A36 Steel is assurred for steel side m:rrbers 1/4 in. thick, and ASTM A653 Gade 33 Steel is assurred for steel side rrerrbers less than 1/4 in. thick. While every effort has been made to insure the accuracy of the infomation presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the Acrerican Wood Council nor its rrenilers assurre any responsibility for any particular design prepared from this on-line Connection Calculator: Those using this on-line Connection Calculator ass um: all liability from its use. The Connection Calculator was designed and created by Carreron Knudson, Michael Dodson and I>avid Pollock at Washington State University. Support for developrrent of the https:/lwww.av.c.org/calculators/connectioncalc.160106,'ccs~e.asp?desig n_method=ASD&connection_type=Lateral+loadi ng &fastener _l)pes= Lag +Scrl!'M'!.loadi... 1/2 1 October 29, 2021 Patrick Finn 2702 Avalon Avenue Carlsbad, California 92010 SUBJECT: Dear Mr. Finn: SCOPE File No. 1106J4-2 l SITE INSPECTION Proposed Residential Building Site 2702 A val on A venue City of Carlsbad P.O. Box 1195 Lakeside, California 92040 (619) 443-0060 In accordance with your request, a Site Inspection has been perfonned at the subject site. The purpose of this investigation was to examine existing site conditions and provide engineering recommendations for the proposed addition to the front of the existing single family residence. If project details vary significantly from those described, Soil Testers should be notified prior to final submittal for revision and possible revision of the recommendations presented herein. This report is issued with the understanding that it is the responsibility of the owner or the owner's representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. l Patrick Finn File No. 110614-21 October 29, 202 l FIELD INSPECTION In order to accomplish this purpose, a representative of this firm visited the site, reviewed the topography and site conditions and visually and textually classified the surface and near surface soils. Representative samples of the on-site soils were obtained from I test explorations approximately 4 feet in depth and tested for density, shear strength and expansive characteristics. SITE CONDITIONS The subject site is located on the northeast corner of Avalon Avenue and Pontiac Drive. Avalon A venue has a descending slope from east to west with the neighboring property approximately 6 feet higher than the subject site. The subject site is approximately 8 feet higher than Pontiac Drive with a series of 3 segmental landscaping walls making up the westerly slope. The property has a relatively level building pad for the existing single family residence approximately 5 feet above street elevation. Neighboring properties are occupied by residential structures. Fill materials were encountered to a depth of approximately 30 inches during the course of this inspection. SOIL CONDITIONS Soils encountered in the test exploration in the front slope are fill soils consisting of firm to dense at 6 inches, brovm, silty, sands with light roots to approximately 30 inches in depth where dense, orange-brovm to yellow-brovm mix, silty, sands with decomposed granite were encountered to the bottom of the exploration, approximately 4 feet in depth. The soils we encountered were not considered to be detrimentally expansive with respect to change in volume with change in moisture content. CONCLUSIONS AND RECOMMENDATIONS I. A representative sample of the foundation soil was remolded to 90% of maximum dry density. Based on the following test results, a safe allowable bearing value of at least 2000 pounds per square foot for 12 inch deep footings may be used in designing the foundations and slab for the proposed structures. This value may be increased by one third for wind and/or seismic loading. This value may be increased by 20 percent for each additional foot of depth and or width to a maximum of 3 times the designated value. 2 Patrick Finn File No. 1106J4-21 Maximum Dry Density Optimum Moisture Angle of internal friction Cohesion Unit weight Expansion Index 128.0 pcf 10.0% 35° 200 psf 116.0 pcf 24 October 29, 2021 2. Lateral resistance to horizontal movement may be provided by the soil passive pressure and friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure may be increased by 1/3 for wind and seismic loading. 3. The seismic parameters for the site coordinates 33.16485°N, 117.30923°W for assumed Site Class Dare as follows: • Ss = 0.961 g • S1 = 0.359 g Sms = l. J 77 g Smt = null Sds = 0. 785 g Sdt = null 4. For the proposed addition to the footprint of the existing house, to prevent differential settlement, the footings excavations should extend an additional 18 inches below approved footing depth. A suitable backfill material should be compacted to a minimum of 95% relative compaction or a 3 sack slurry with 8" slump may be used to back fill the bottom of the footing excavations up the approved footing depth. The slab preparation recommendations presented in #8 must be adhered to. 5. Footing excavations should completely extend into uniform structural fill soils or into competent native soils. 6. Conventional spread footings founded a minimum of 12 inches below lowest adjacent grade and having a width determined by the allowable soil bearing value as detailed above are recommended for foundation support. Footing widths should be at least 12 inches for continuous footings and 24 inches for square footings due to practical considerations as well as Building Code requirements. These recommendations are based entirely upon the soil types and do not take into consideration the requirements of the proposed structure. 7. Reinforcing in footings should consist of at least one #4 steel bar placed continuously in the top and bottom of continuous footings regardless of structural requirements. 3 Patrick Finn File No. 110614-21 October 29. 2021 Reinforcing for isolated footings is dictated by the structural requirements. These recommendations are based upon on the soil type encountered and do not take into consideration the proposed bearing load. 8. Concrete Slab-On-Grade, SOG, should be designed by the project's structural engineer based on anticipated loading conditions. We recommend that conventional reinforced concrete SOG for this project be founded on 4 inches of Class II Virgin Aggregate Base (with approximately 2% +/-over optimum moisture content and 90% compaction, relative to the lab maximum dry density, ASTM D 1557), overlying a 12 inch thick zone of adequately placed and compacted structural fill. We recommend that a moisture barrier be provided by a membrane, visqueen 10 mils in minimum thickness or equivalent, be placed at top of well compacted Class II Aggregate Base, then covered with 2 inches of moist clean sand having a minimum sand equivalent of 30 when tested in accordance with the American Society of Testing and Materials test method 'ASTM D 1555. Floor slabs, as a minimum, should be 5 inches thick with #4 reinforcing steel at 16" on-center each way. Reinforcement should be placed at mid-height of the slab. The final slab thickness and reinforcement should be determined by the structural design engineer. Control joints should be provided in accordance with the recommendations of the structural design engineer. SITE EROSION CONTROL During the construction, surface water should be controlled via berms, gravel bags and/or sandbags, silt fence, straw wattles, siltation basins, while maintaining positive surface grades or other methods to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best management Practices (BMP's) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. SITE AND SURFACE DRAINAGE Drainage at the site should be directed away from foundations, collected and tight lined to appropriate discharge points. Consideration may be given to collecting roof drainage by 4 Patrick Finn File No. 110614-21 October 29, 2021 cave gutters and directing it away from foundations via non-erosive devices. Water, either natural or from irrigation, should not be permitted to pond, saturate the surface soils or flow towards the foundation. Landscaping requiring a heavy irrigation schedule should not be planted adjacent to foundations or paved areas. The type of drainage issues found within the project and materials specified and used should be determined by the Engineer of Record. GROUNDWATER AND SURFACE WATERS There was no indication of a near-surface groundwater table within our exploratory trench or perched groundwater. Although groundwater is not expected to be a significant constraint to the proposed development, our experience indicates that near-surface groundwater conditions can develop in areas where no such groundwater conditions previously existed, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation or unusually heavy precipitation. It is anticipated that site development will include appropriate drainage provisions for control and discharge of surface water runoff. The type of drainage issues found within the project and materials specified and used should be determined by the Civil Engineer. The type of plants and soil specified along with proper irrigation used should be determined by the Landscape Architect. The following grading specifications should be utilized if grading is proposed. RECOMMENDED GRADING SPECIFICATIONS For Proposed Residential Building Site 2702 Avalon Avenue City of Carlsbad GENERAL: Soil Testers and 'Engineer' are synonymous hereinafter and shall be employed to inspect and test earthwork in accordance with these specifications, the accepted plans, and the requirements of any jurisdictive governmental agencies. They are to be allowed adequate access so that the inspections and tests may be performed. The Engineer shall be apprised of schedules and any unforeseen soil conditions. Substandard conditions or workmanship, inadequate compaction, adverse weather, or deviation from the lines and grades shown on the plans, etc., shall be cause for the engineer to either stop construction until the conditions are corrected or recommend rejection of the work. Refusal to comply with these specifications or the recommendations and/or interpretations of the engineer will be cause for the engineer 5 Patrick Finn File No. 110614-21 October 29. 2021 and/or his representative to immediately terminate his services. A pre-construction meeting or conference with the developer, contractor, civil engineer, soil engineer, and the agency inspector in attendance should be held at the site prior to the beginning of the grading operations. Special soil handling requirements can be discussed at that time. Grading of the site should commence with the removal of all vegetation and existing improvements from the area to be graded. Deleterious material and debris such as broken asphalt and concrete, underground pipe materials, wires, trash, etc. if encountered, should be exported from the site and should not be mixed with the fill soils. Abandoned foundations and buried septic tanks or cisterns (if encountered) should be removed and the subsequent depressions and /or trenches should be filled with properly compacted materials as part of the remedial grading. All fill and backfill soils should be placed in horizontal loose layers approximately 8 inches thick, moisture conditioned to a water content of one to three percent above optimum moisture content, and compacted to at least 90 percent relative compaction, as determined by ASTM Test Method D 1557-00. The excavation bottom should then be scarified to a depth of approximately 6 to 8 inches, moisture-conditioned to I to 3 percent above optimum moisture content, and re- compacted to a minimum relative compaction of 90 percent in accordance with ASTM D 1557-00. Excavated sandy or clayey soils should then be uniformly moisture conditioned at above optimum moisture content, placed in 8-inch-thick loose layers and compacted to a relative compaction of at least 90 percent. Import fill soil, if required, should consist of granular materials with low expansion potential (EI less than 50 or stated by the soil engineer) and should be compacted as indicated herein. Soil Testers should be notified of the import source and should perform laboratory testing of the soil prior to its arrival at the site to determine its suitability as fill material. Deviations from the recommendations of the Soil Report, from the plans, or from these Specifications must be approved in writing by the owner and the contractor and endorsed by the engineer. 6 Patrick Finn SOIL TEST METHODS: Maximwn Density & Opt Moisture Density of Soil In-Place Soil Expansion Shear Strength Gradation & Grain Size File No. 110614-21 October 29. 2021 --ASTM Dl557-70 --ASTM D!556, D2922 and D3017 --UBC ST AND ARD 29-2 --ASTM D3080-72 --ASTM Dl 140-71 --ASTM D2325-68 Capillary Moisture Tension Organic Content --% Weight loss after heating for 24 hours at 300° F and after deducting soil moisture. LIMITING SOIL CONDITIONS: Minimum Compaction Expansive Soils Insufficient fines Oversized Particles 90% for · disturbed' soils. (Existing fill, newly placed fill, plowed ground, etc.) 84% for natural, undisturbed soils. 95% for pavement subgrade within 2' of finish grade and pavement base course. Expansion index exceeding 20 Less than 40% passing the #4 sieve. Rocks over 6" in diameter. PREPARATION OF AREAS TO RECEIVE FILL: Brush, trash, debris and detrimental soils shall be cleared from the areas to receive fill. Detrimental soils shall be removed to firm competent soil. Slopes exceeding 20% should be stepped uphill with benches 1 O' or greater in width. Scarify area to receive fill to 6" depth and compact. FILL MATERIAL shall not contain insufficient fines, oversized particles, or excessive organics. On-site disposition of oversized rock or expansive soils is to be at the written direction of the Engineer. Select fill shall be as specified by the engineer. All fills shall be compacted and tested. SUB DRAINS shall be installed if required by and as directed by and detailed by the engineer and shall be left operable and unobstructed. They shall consist of 3" plastic perforated pipe set in a minimwn cover of 4" of filter rock in a ·vee' ditch to intercept and drain free ground from the mass fills. Perforated pipe shall be schedule 40, Poly-Vinyl-Chloride or Acrylonitrile Butadienne Styrene plastic. Rock filter material shall conform to the following gradation: Sieve size: %Passing: 3/4" 90-100 #4 25-50 7 #30 5-20 #200 0-7 Patrick Finn File No. 110614-21 October 29, 2021 Subdrains shall be set at a minimwn gradient of 0.2% to drain by gravity and shall be tested by dye flushing before acceptance. Drains found inoperable shall be excavated and replaced. CAPPING EXPANSIVE SOILS: If capping expansive soils with non-expansive soil to mitigate the expansive potential is used, the cap should be compacted, non-expansive, select soil placed for a minimum thickness 3' over the expansive soil and for a minimum distance of 8' beyond the exterior perimeter of the structure. Special precautions should be taken to ensure that the non-expansive soil remains uncontaminated and the minimum thickness and dimensions around the structure are maintained. The expansive soils underlying the cap of non-expansive cap should be pre-saturated to a depth of 3' to obtain a degree saturation exceeding 90% before any construction supported by the compacted cap. The non-expansive soil comprising the cap should conform to the following: Minimum Compaction Maximum Expansion Index Minimwn Angle oflntemal Friction Cohesion Intercept 90% 30 33 Deg 100 psf UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for conditions, which differ from those, described in the applicable current reports and documents for this property. Upon termination of the engineer's services for any reason, his fees up to the time of termination become due and payable. If it is necessary for the engineer to issue an unfavorable report concerning the work that he has been hired to test and inspect, the engineer shall not be held liable for any damages that might result from his 'unfavorable report'. If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Respectfully submitted, CCC/mlj 8 ( City of Carlsbad t\::.: •, , . 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 . . HIJ11. /Jr,~d/a1.f fd#((IL., l"/.ttd CBR2021-2317 Project# & Name: Permit#: Project Address: Assessor's Parcel #: 2702 AVALON AVE 1675613100 Project Applicant: (Owner Name) COOWNER FINN PATRICK J AND RACHEL Residential Square Feet: New/Additions: 628 Second Dwelling Unit Commercial Square Feet: New/Additions: City Certification:City of Carls.bad Buildinft[)i~i~i~~ Date: 01/14/2022_ 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 @ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone (760) 331-5000 D Encinitas Union School District 1 0 1 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone (760) 944-4300 x1166 0 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelia (By Appt.only) 0 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. 1635 Faraday Avenue I Carlsbad, CA 92008 i 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. ) THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 5. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. k 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 ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. >. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ;, ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. ' THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER1S CERTIFICAIB: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVlTIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY TI-IE CITY OF CARLSBA . • .....-.--;( .. ..._I'~ w ~/c!) SIGNA11JRE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Stomi Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C: -C: C: 0 -0 0 :;:; C: C ,::, :;:; +: Ol 0 (L) "O Q) ,::, rn C: 0 I,) C: .£ Ol E C: E C: -0 :::, :::, ,Q ·.:::: c.. □ 0 E -'-'-,::, Q) 0 ::!!: ,::, (/) Ol .... V ..., --C: ,._ ':5 >, O'I C: Q) ,._ £ Q) c rn rn Ill 0 ·.:: "' CT ,._ 0 C: Ol Oa a. Q) ·.:: C: !/) C: > .... w Q) 0 Best Management Practice"' .;;; C: 0 ... <:> -~ C: rn 3: rr, ~ CD a. .._ 0 Q) 0 Q) (L) Q) a :;:; -:c Q) a C: u .._ u -v C: E !/) ,::, fl) i "'O (f) ::::i: C: Q) C: (BMP) Description ➔ (f) 0 Q) (/) 'c:i !/) Ol W Ol ID ·o c: Ol C: C: Cl ::, ~ -(ll Q) -Q) 3 C: C C: :::, ~ Q) ,._ u ..... a 'a 0 "-0 al~ ,::, >, o rn 0 0) gi E :p C: Q CD (/) ·-01 0,-u Q) C 0 01 (ll :::?: CJ Ol Ci C (L) 0:: E 0 -N en ~ 0 en.:.:; Q) c (L) 0 = ..__ ~ Q) X Q) E ~ =3 0 Q) C: •-Ol Q_ a.. 0 Q) 0 Q) I.... E .:,,{, 1 -:::, .0 = rn L :_;:j ct' 1'i o'i:.: '-0 ·.:::: .!,(. ,._ O> -,::, ..c C: 0 .._ Q) :::, ,::, ·-Q) ·-"C Q) (.) 0 (I) .... Q) u _ ..... "C 0 0 0 -·-CL 'o (L) Q) Q) (.) C: .... ...., ..0 ,_ ..0 0 -0 ·;;; Q) ...... ·-0 -0 -= C: ·-C: i .._ 0 0 ...., ..0 0 .!:;a 0 0 Cl C,, .Bo ~8 ..c Q) 0 QC Q) Cl .._ = (I) ..c ,._ Cl -.._ if) C: a ,_ 0 ~u □-a -Q_ 0 C,!) WCI V'i (/) (/) (.) G: (!) Cll> C/l (1)0. (/) Cl::'. ~o.. a.. ~(/) ::E (/) (/) u (/) ::::i: CASQA Designation ➔ ,-... 00 Ol ~ I") ,t-,-... 00 0 N I') ,-... a:, ,-N I") v LO .... ,-IO co ,-,-,- I I I I I I I I I I I I I I I I I I I I I I I u u u u w w w w w w w w ~ ~ (/) (/) (/) (/) ::E ::E i i ::E Construction Acllvity w w w w (/) (/) (/) C/l (/) VJ (/) V) z z z z 3:= 3:: 3:= Gradinq/Soil Disturbance T renchin q /Excavation X Stockoi!ino Drillina/Borina Concrete/ Asphalt SawcuttinQ X Concrete Flatwork V Pavina \ Conduit/Pioe Installation Stucco/Mortar Work Waste Disoosal Staaino7Lav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use 7Storaae Dewaterina Site Access Across Dirt Other (list): Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Storm water Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. Q) -en C ~-C: rn Q) :::i E 0 Q) °E' Ol 0 0 N c: 00 ::c ::E ID I 2 3:: PROJECT INFORMATION /4 Site Address: Z 7tJ "Z /(JC: foV 4 ,L Assessor's Parcel Number: (&,'7--50;? /-/JtJ Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM (L) -!/) o-~c: 0) vE --Q) Q) C'> tlo C: C: co U::E 00 I 2 3:= Page 1 of 1 REV 11/17 ..ii l_ c:ity of c:arlsbcld PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Building Division 1635 Faraday Avenue (760) 602-2719 www .carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (8-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. 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 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 Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen 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 ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . ---------c-------------------------------------- Project Name/Building Permit No.: Finn Addition Application Information Property AddresS/APN: 2702 Avalon Ave Carlsbad Ca 92008 Applicant Name/Co.: Mullen Construction Applicant Address: 2805 Ocean Street Carlsbad, Ca 92008 Contact Phone: 760-840-0609 Contact Email: ed@mullenconstruction.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Applicant Signature: B-50 Contact Phone: 760-840-0609 Contact Email: a~ Date: 12-17-2021 Page 1 of 7 Revised 04/21 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. Building Permit Valuation (BPV) $ breakdown _______ _ Construction Type D Residential D New construction I!!!! Additions and alterations: !!!I BPV < $60. 000 □ BPV:.:: $60,000 □ Electrical service panel upgrade only □ BPV:.:: $200,000 0 Nonresidential □ New construction □ Alterations: □ BPV:.:: $200,000 or additions:.:: 1,000 square feet □ BPV:.:: $1,000,000 □ :.:: 2,000 sq. ft. new roof addition Checklist Item Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 18, 28, *Includes detached, newly constructed ADU 4A*, 3B, 4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B, 5 18,2B,5 Building alterations of:.:: 75% existing gross floor area 28, 5 1 B also applies if BPV ~ $200,000 Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen} for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residential addition ora1teration~$60,000 building pennitvaluation. □ N/A _________ ~ Details of selection chosen below must be placed on the plans referencing C MC □ Exception: Home energy score ?: 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing □Atticinsulation □Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lighting package □Water heating Package !!!I Between1978and1991 A lighting package Select one option: □ Ductsealing □ Attic insulation □ Cool roof □ 1992 and later Select one option: □ Lighting package □ Water heating package U pdatc d 4/16/2 02 I 3 B. D Nonresidential* new construction or alterations~ $200,000 building pennit valuation, or additions~ 1,000 square feet. See C MC 18 .21.155 and CALG ree n Append ix AS □ NIA AS.203.1.1 Choose one:□ .1 Outdoor lighting □ .2 Restaurant service water heating {CE C 140.5) □ .3 Warehousedocksealdoors. □ .4 Daylight design PAFs □ .5 Exhaustairheatrecovery □ N/A AS.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (ProjectswithindoorlightingANDmechanical) □ N/A AS.211.1 '' □ On-site renewable energy: □ NIA AS.211.3"" □ Green power: (If offered by local utility provider, 50% minimum renewable sources) □ NIA A5.212.1 □ Elevators and escalators: (Project with more than one elevatorortwoescalators) □ N/A A5.213.1 □Steelframing: (Provide details on plans for options 1-4 chosen) D N/A ________ _ * Includes hotels/motels and high-rise residential buildings •· Foralterations:?: $11000,000 BPVand affecting> 75%existing grossftoorarea, ORalterationsthatadd 2, 000squarefeetof newroofaddition: comply with CMC 18 30.130 (section 2B below) instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below(low-rise residential Water Heating), increase system size by .3kWdc if PVoffsetoption is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) ·Formula calcula1ion where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ B. D Nonresidential new construction or alterations 2:$1,000,000 BPV AND affecting 2:75% existing floor area, OR addition that increases roof area by ~2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: □If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: □If.:: 10,000s.f. calculate: 15 kWdcx (GFA'10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 □ Time-Dependent Valuation Method Annual TDVEnergy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ 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 □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system □ Recirculation system perCMC 18.30.150(B) (high-rise residential, hotel/motel) orCMC 18.30170(B) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: 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. lJ pdatcd 4/16/21 5 4. Electric Vehicle Charging A Ii] Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. !!!I! One and two-family residential dwelling or townhouse with attached garage: !!!I! One EVSE Ready parking space required □ Exception : _____________ _ □ Multi-family residential: □Exception: ____________ _ Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10xTotal parking spaces proposed (rounded up to nearestwholenumber) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Majoralterationsare: (1 )foroneand two-family dwellingsandtownhouseswith attached garages, alterations have a building permit valuation ~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages}, alterations have a building permit valuation~ $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) □ Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE} I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 g 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 and over 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces=. 10 x Total parking spaces proposed (rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearestwtlole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. □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 yoursubmitted plans to determinewhetherornoryourpermitrequires a TOM p!an. lfTDM is applicable to your permit, staff will contact the applicantto develop a site-specific TOM plan based on the permit details Acknowledgment: Employee ADT Estimation for Various Commercial Uses Emp ADT for Emp ADTI Use f{rst 1,000 s.f. · 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10th Edition 13 11 4.5 35 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample ca1cu1atjons: 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 1 acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. ,,PY,,,,;{ 17/J. . D t 12-17-2021 ApplicantSignature:---'L=-ua-__ l'I'~--------------a e:. ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): __________________ _ Phone Number: _____ _ Email Address: ___________________ _ Updated 4/16/2021 7 Building Permit Finaled Revision Permit Print Date: 03/13/2023 Job Address: 2702 AVALON AVE, CARLSBAD, CA 92010-7915 Permit No: Status: (city of Carlsbad PREV2022-0022 Closed -Fina led Permit Type: BLDG-Permit Revision 1675613100 Work Class: Residential Permit Revision Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: $0.00 Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: CBR2021-2317 Plan Check#: Description: 2702 AVALON; ADDED PRE-FAB METAL DIRECT VENT FIREPLACE AND GAS LINE Applicant: BEN HIDALGO 1600 ENCINO DR ESCONDIDO, CA 92025-6321 (760) 445-4280 FEE BUILDING PLAN CHECK FEE (manual) Total Fees: $90.00 Building Division Property Owner: CO-OWNERS FINN PATRICK J AND RACHEL 2702 AVALON AVE CARLSBAD, CA 92010-7915 Total Payments To Date: $90.00 Applied: 02/17/2022 Issued: 03/04/2022 Finaled Close Out: 03/13/2023 Final Inspection: INSPECTOR: Balance Due: AMOUNT $90.00 $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 PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION 8-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number CB R2021 -2317 Plan Revision Number P {{.fc..0 l ou.~ OD 2..2- Project Address 2702 Avalon Ave G IS f R · · ,,0 f d s b ·tt I Added Pre-Fab Metal Direct Vent gas Fireplace enera cope o evrsron1 e erre u m1 a : _________________ _ by Heat & Gia Model No. SL-3X-1FT and gas line. CONTACT INFORMATION: Name Ben Hidalgo Phone 760-445-4280 ________ Fax~-------- Address 1600 Encino Dr. City Escondido Z. 92025 'P----- Email Address bhh 1941@gmail.com Originar prans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: liJ Plans D Calculations D Soils D Energy D Other 2. Describe revisions in detail Scope Added F.P on Second Fir Added Vent Pipe Elevations & Roof Plan Added F.P on Second Fir Added F .P on Second Fir ocr1=1v1=1 . ~--. Added F.P on Second Fir ,-,r, 1 "'J ?fl')'] I L..1.1 .a.. --- -_, ......... ,-,... " 0 ! C: 0. \,.,l I I ,._, ~ BUILO\NG DIVtSI 4. Does this revision, in any way, alter the exterior of the project7 Ii! Yes 5. Does this revision add ANY new floor area(s)7 D Yes 6. Does this revision affect any fire related issuil O Yes Ii) No □ No 3. List page(s) where each revision is shown 1-r 2-r 3-r 7-r D 8-r E1-r ,..,n )N 0 No 7. Is this a complete set? D Yes Ii) N<y £SSignatu~r ~'// / Date 2-05-2022 1635 Faraday Ave nu~ rlsbad, CA 92008 1/.fb,i~ 60-602-27 19 Ea!;: 7 60-602-8558 fmail.: building@carlsbadca.gov v L/ www.carfsbadca.gov