Loading...
HomeMy WebLinkAbout2779 SOUTHAMPTON RD; ; CBR2023-0474; PermitBuilding Permit Finaled Residential Permit Print Date: 03/19/2024 Job Address: 2779 SOUTHAMPTON RD, CARLSBAD, CA 92010-2883 Permit Type: BLDG-Residential Work Class: Parcel#: 2081401900 Track#: Valuation: $156,898.04 Lot#: Occupancy Group: R-3, U #of Dwelling Units: Project#: Plan#: Addition Bedrooms: Bathrooms: Construction Type:V-B Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: 2022 Sprin~ed: No Project Title: Description: OKAMURA: 700 SQ FT ADDITION 2ND LEVEL, 24 FT SQ FT ENTRY WAY, 1 ST LEVEL Applicant: PAUL WOODRUM 3749 VIA DEL RANCHO OCEANSIDE, CA 92056-7207 (760) 509-5702 FEE BUILDING PLAN CHECK FEE (manual) Property Owner: OKAMURA FAMILY TRUST 06-26-89 2799 SOUTHAMPTON RD CARLSBAD, CA 92010-2883 SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 2 -Medium BLDG SWPPP PLAN REVIEW TIER 2 -Medium Total Fees: $4,065.55 Total Payments To Date: $4,065.55 Permit No: Status: ( City of Carlsbad CBR2023-04 7 4 Closed -Finaled Applied: 02/02/2023 Issued: 09/19/2023 Finaled Close Out: 03/19/2024 Final Inspection: 02/23/2024 INSPECTOR: de Roggenbuke, Dirk Balance Due: AMOUNT $813.15 $7.00 $1,251.00 $20.40 $1,609.00 $365.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov {cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check ~f3ezvZ3-04:fi Est. Value \Qo12'.'H$. 04- PC Deposit _gJ....,_3........._, \....,$,c._ ___ _ Date o-z{O~/ Z:3 JobAddress ~1-1-q Sw+b60~()h,{) fl.oaJ Unit: ___ APN: :io<o-140-IC)-06 I n, CT /Project #: _______________ Lot #: ____ Year Built: __ __.!_9....;....o,TJ ..... T...__ __ _ BRIEF DESCRIPTION OF WORK:_1-__ o_o_~_o_. _Ft_. _2-_J...:_¼>....a........_Lt)=----1 t: ___ ~ 1,, ______ A.....;...__(} _____ 1.Jt ___ n_6__,_l~.a.-..._..._P_LU ____ S ___ 0IEt~Y)l1JG c).Jfil.'1 l-v/\ '-{ evt --:2..v\ SQ . ff A[ 1'it l-,-t)&)-- J&1 New SF : Living SF, l q 4 \ Deck SF, JlY Patio SF, ____ Garage SF :\LO Is this to create an Accessory Dwelling Unit? O Y ~ New Fireplace? O Y~N , if yes how many? __ _ D Remodel: ____ SF of affected area Is the area a conversion or change of use? O vjl( N D Pool/Spa: l~/A SF Additional Gas or Electrical Features? __________ _ □Solar: ___ KW, ___ Modules, Mounted:O RoofQGround, Tilt: 0 Y0 N, RMA:O Y O N, Battery:OYC N, Panel Upgrade: O v ON Electric Meter number: ----------- Other: Email:_~.;....:"'='°__.,.~7"1'T"-r---...u..~;.i....&.~,---;.~~cv , CO~ CSLB License #:~ ........ +-'-".&....--+--Class:_....,,,.....::;.-,---- Carlsbad Business License# (Required): C.l J loY -f2.J:;7J- APPLICANT CERT/FICA T/ON: I certify that I hove read the application ond state thot the above Information is correct and that the information of the plans is accurate. I 0 ::::·;;;;:~1'.R~~"~T"~~·;;:;~;:4vP ~ DATE, 0 1bo/ion 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Buildlng@carlsbadca.gov ) REV. 04/'22 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: Q~-Q '::f'1'f 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: lherebyaffirmunderpenaltyofperjurythatlam/icensedunderprovisionsof Chapter9(commencingwithSectionl OO0)ofDivision3 of the Business and Prof essions Code, and my license is inf ult force and effect. I also affirm under penalty of per j ury one of the f ollowing declarations (CHOOSE ONE): D I have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is Issued. Policy No. ______________________________ ,--___________ _ -OR-f I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the pe r~ oft M orkers' compensation insurance car umb)!r are: lnsuranceCompany Name: -----'-1--U;;../-=JJJ"'-IO_.-..::_--'l'-'--="""½:,"""~-F-,t-:;.,-...._"'---I P~l~~-No. C, / :[J:J5' -_ ExsPt~i= retf. Cri V '-) D Certificate of Exemption: I certify that in the performance of the work for which this permit is Issued, I shall not employ anJ pers in any manner so as to ec.9me 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 lend Ing agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender's Address: ______________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have b accu tely shown and labeled as well as all on-site grading/site preparation. All ::::e~:::s:~;~ th~= ~eh~pl~ :a:e wil::I~::~: :;:stence al'. e me ir const uct~n. unless o::;:~oted. V ~ h t?bj Note: If the person signing above is an authorized agent for the contractor rovide a I er of authorization on contractor letterhead. 1 1 (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not · ended 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 imp es thereon, and who does such work himsel rough his own employees, provided that such improvements are not intended or offered for sale. If, ho ver, the building or Improvement is sold within one year of co ·on, the owner-builder will have the burden of proving that he did not build or improve f e purpose of sale). -OR- ~ as owner of the property, am exclusr ontracting with licensed contractors to construct the ct (Sec. 7044, Business and Professions Code: The >c;;'Xtractor's License Law does not apply to an ow f property who builds or improves ther , and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- D I am exempt under Business and Professions Code Division 3, Chaple A D, ~ORM B-61 "Owner Builder Acknowledgement and V By my signature below I acknowledge that, exceP, or my personal residence in which I must have resided fo least one year prior to completion of the improvements covered by this permit, I can egally sell a structure that I have built as an owner-builder if it ha ot been constructed In its entirety by licensed contractors./ understand that a capyaf applicable/aw, Section 70440/ the Business and Professions Code, is avoi submitted orat the following site: http:I/www.leginfo.ca.gov/ca/aw.html. OVo/NER CERTIFICATION: e applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, stru res, access roads, and utilities/utility easements. All proposed modificat~ns and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent • the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documen and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances lo development have been accurately shown and labeled as well as all on-site grading/site preparation. All •=~·;:::~:•·[,~-;~••;;·;AA'·~--~;::~"·~•'"·"•'.'"""';::""'~ 0::~::•00 0 1 / 3 o{ LoT3 Note: If the erson si nin above is an authorized a ent for the ro ert owner in owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carisbadca.gov 2 REV. 04/22 (°Cityof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM 8-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address ai-+C\ Sov\~Af\'IPTo~ 12-vA'O ! CA-il..LS~A:O I CA-C\leito The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a constru'ction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activit ies. I. ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner• -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. ~I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. V I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. '\j I understand contra ctors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. V I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV.05/22 Owner-Builder Acknowledgement Continued VI. 'v I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by t hese laws may su bject me to serious financial risk. VII. "\J I understand under Ca lifornia Contractors' State License Law, an Owner-Builder who builds single•• family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. ~ I understand as an Owner-Builder if I se ll the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defect s in the workmanship or materials. IX. X. XI. XII. V I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. ~I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: ~I agree that, as the party legally and financia lly responsible forth is proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. °'.J I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) hove waived this right in signing this form without the advice of legal counsel. \<o~~IT Oka,M VA"' o 1 / 3 o/J..011 Property Owner Name (PRINT) Date 3 REV.05/22 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-0474) Permit Type: BLDG-Residential Application Date: 02/02/2023 Owner: TRUST OKAMURA FAMILY TRUST 06-26-89 Work Class: Addition Issue Date: 09/19/2023 Subdivision: CARLSBAD TCT#84-14 UNIT#02 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 2779 SOUTHAMPTON RD IVR Number: 46356 CARLSBAD, CA 92010-2883 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/20/2023 09/20/2023 BLDG-11 224558-2023 Passed Dirk de Roggenbuke Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency 9/20/23 footing/ rebar ok. SI and geo report Yes noted 11/13/2023 11/13/2023 BLDG-15 Roof/ReRoof 230181-2023 Passed Dirk de Roggenbuke Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/27/2023 11/27/2023 BLDG-13 Shear 231387-2023 Passed Dirk de Roggenbuke Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/01/2023 12/01/2023 BLDG-84 Rough 232028-2023 Passed Dirk de Roggenbuke Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 12/06/2023 12/06/2023 BLDG-16 Insulation 232734-2023 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior 232538-2023 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/07/2024 02/07/2024 BLDG-SW-Inspection 238992-2024 Passed Dirk de Roggenbuke Complete Tuesday, March 19, 2024 Page 1 of 3 PERMIT INSPECTION HISTORY for (CBR2023-0474} Permit Type: BLDG-Residential Application Date: 02/02/2023 Work Class: Addition Issue Date: 09/19/2023 Status: Closed -Finaled Expiration Date: 06/03/2024 Scheduled Date IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Tuesday, March 19, 2024 46356 Inspection Status Owner: TRUST OKAMURA FAMILY TRUST 06-26-89 Subdivision: CARLSBAD TCT#84-14 UNIT#02 Address: 2779 SOUTHAMPTON RD CARLSBAD, CA 92010-2883 Primary Inspector Reinspection Inspection Passed No No Yes Yes Yes No Yes Yes Yes No No Yes Yes Yes No No No No Yes Yes No No Yes Yes No Page 2 of 3 PERMIT INSPECTION HISTORY for (CBR2023-0474) Permit Type: BLDG-Residential Application Date: 02/02/2023 Owner: TRUST OKAMURA FAMILY TRUST 06-26-89 Work Class: Addition Issue Date: 09/19/2023 Subdivision: CARLSBAD TCT#84-1 4 UNIT#02 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 2779 SOUTHAMPTON RD CARLSBAD, CA 92010-2883 Scheduled Date 02/23/2024 IVR Number: Actual Inspection Type Start Date Inspection No. 02/23/2024 BLDG-Final Inspection Checklist Item 240209-2024 COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection Checklist Item 240372-2024 COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Tuesday, March 19, 2024 46356 Inspection Status Passed Passed Primary Inspector Dirk de Roggenbuke Dirk de Roggenbuke Reinspection Inspection Passed Yes Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Yes Yes Complete Complete Page 3 of 3 STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS FOR OKAMURA RESIDENC E REMODEL 2779 SOUTHAMPTON ROAD CARLSBAD, CA 92010 CLIENT: PAUL M. WOODRUM PROJECT 0 .: 3273.2 MEMBER OF STRUCTURAL ENGINEERS ASSOCIATION OF CALIFORNIA • SUBJECT: • MALEK ENGrnEERS, fi{(:. • SANDIEGO, -CA ... ":_• __ .. O.)~fi11 U(2 A {Z"Et (2.tr t-1t16£1. Z-7)°3 .SoJ,i\-1_.AnPT'o.J ··RO. Cl-}-(2. L ~ ts.ft.Di (Yk -~ 2 CJ(;~ .. , . l't.?M P. J}pt-4 ll lj Z rJ '11:. 1../; I 0 frt,-f.)("1/Nl> I J tvt,,rfi)P ,.1 5) f' 67 f. fl,£. hlfC- f'&iffl_ kt;hf LI IJO ·-;., -2,.-d,. () f .I I fY/.-lh I r,17.. t . J"J Ii) !.,tr5) d rJ 5/ f "6 'J f-~/?. P. ... ' JOB NO. S;BEET NO. OF ;3!.273'~ z. I 33 .BY~ ' .:~f}:1f";· I. DA:TE: '1/ 23 . 3..tJ P..ff I ,> Jo f! Ir 1:l ·~,,i /-:·"i , .. 'I ,· fl f. .·;t p A r ~------------7 I I I I I I I I I I I I I I I I . ' __.(j) I i l I I I ) I I I I I I I I J 1 ~ .--- I I I I I I I 0 cb __ 1 I I l I I (:!)_ ~ I I t--i! I I ! I I IN\ u I I~ I /<;;:i_ I I r I I . I l I I I i I -_J r --0 I I -r I '"" I I~ I I~ I I I I I I I I iz.,e, -'I I L -------------_J t B HIGH ROOF FRAMING PLAN MALEK ENGINEERS, INC. JOB NO. I SHEET NO. OF I 3 SAN DIEGO, CA. SUBJECT: -) f2 ~CJ f--.Ni J j.) MA)/. SC'r:iJ 1 8 I w 'J.. {~-,2 () ~ 33 r 0f" f2.. -. 5 ;_ -r &rJ '., /)2.. n \. 2,t, 4 fi ~ 11- U{[ f_ ;i, b tJ -F. t ~(L ::;) (3-fft-..h 2..,(2 -I srnJ ' M i::\.,c z /f'. > IV~ l . BY: it·h I DATE: 1/ 23 1 A ~ 0, ::> -.L 1 -: / _ ~ /£... I S • 2 .12 2 4 /~ :. (.J_ 2 4 -J /J . ./ ·- w ~ (52. f-f> ~ :z 2 + 25 ~12-11 f i?o = ?--~ 9 fv/ '-(2..J. R. ! !?tJ o -r r 2-4 t7 i Jl--4 11 M t t67.9 n.--1- b ~ 1)_ 3 4 ., T✓t--.- l).J['4 _>t1 4 n, 'F. l A.(l S /Jl')N ~ 7. 5 ~ ~ Rf I ( 13 ,r 2/J) -,,, 2 ',( {-b < f2.-1-CJ /3 -r 4 S-~ " j 6 -~ h ~ I b I) .n-. 'fl- 11 / "1 !J. 2. / 17 '.:'·· 1.5 S l J-2 ;Ill .7 I l I n • MALEK E NGINEERS, INC. SAN DIEGO, CA. JOB NO. I SHEETNO. I 4 OF BY: rJ,h I DATE: t/2.3 SUBJECT: -;J B tlH, Jl Ii _ .3 M ft x'. sf 1J,.1 -i 4-, s- vJ -: G ' ( f ) ·I" 2 t') -t /2.L 2-4t1 27tJt §"/8 n , 5 t z n>·p. I s: (;,_ l L> -:. t:J .ag~ 1·., l--. US{ 4 -t(;, n.F . l1,f~ rJ.J... t.. :;) 13 f\q.n /2.. l!_:_j_ ij, 4 1 db 1~ 2,1 .( {o -f'2 '1.)-:. '3<J-r41J -./3t? f t/ v-1,,,,.-0 J \ P: IOtJO -1 /2..4-# .. 2..-2At' I 4-i , I 4-, / £" <-{ C,11,c., J m ·-, 6 1 ~ Project Title: Engineer: Project ID: Project Descr: Wo-od'.:Be~ m ··'::~·£:·. ,': ; _:,'.;· :.-· •••• • •• '\." "·' :,::._•-'.~:-~S:::_;~~~;m':1f-~:~\):::~'.;;;::~;;,;:hH'i;'-';::-:-~-i;\~h-~~:J~q:::::~'.;~Nf f,':,\'·}t:',;_:'.:S~::%~t~~~·f:]i~~:p.~~&;J,~"-;~:ef f.~-~ uc#: KW-06019338: auild:20.22: 12.28 MALEK ENGINEERS, INC. • {cftNERCALC INC 1983-2022 DESCRIPTION: RB-4 CODE REFERENCES Calculations per ND$ 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced Fb + Fb- Fc. Prll Fe-Perp Fv Ft 0(1) Lr(1 .24) i i 0(0 .09) :Lr(O. 04) Span= 8.0 rt 900 psi 900psi 1350 psi 625 psi 180 psi 575psi E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend -xx 580ksi Density 31.21 pct Applied Load~ ________ ......... ___ .. _ _ . Service loads entered. Load Factors will be applied for calculations. --------·· ------ Beam self weight NOT internally calculated and added Uniform Load : D = 0.090, Lr = 0.040 , Tributary Width = 1.0 ft Point Load : D = 1.0, Lr= 1.240 k @ 4.0 ft DESIGN SUMMA~Y _ Maximum Bending Stress Ratio Section used for this span fb: Actual F'b 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 ::; = = 0.813: 1 4x12 897.22psi 1, 103.85psi +D+Lr 4.000ft Span# 1 0.040 in Ratio= O in Ratio= 0.081 in Ratio= O in Ratio = . .. .. Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span# where maximum occurs 2390>=360 0<360 1190 >=180 0 <180 Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a Design OK = 0.257 : 1 4x12 ::; 57.85 psi ::; 225.00 psi +D+Lr = 7.066ft ::; Span# 1 Maximum Forces & Stresses for Load Combinations Load c·ombination --·-••··1111rurstressRaf10s Momerif Villues ___ s_:ne._ea_·r vaiues- ~J. C i •• • • M fb _·_-_· _F'_b ____ v_ fv ____ F_'v_ Segm.ent Length Span# M • • V CD CM Ct Clx Cfu D Only Length = 8.0 ft +D+Lr Length = 8.0 ft +0+0.750Lr Length = 8. 0 ft +0.60D Length = 8. O ft 0.553 0.182 0.90 1.00 1.00 0.99 1.100 1.00 1.00 1.00 1.00 1.00 0.99 1.100 1.00 1.00 1.00 0.813 0.257 1.25 1.00 1.00 0.98 1.100 1.00 1.00 1.00 1.00 1.00 0.98 1.100 1.00 1.00 1.00 0.710 0.226 1.25 1.00 1.00 0.98 1.100 1.00 1.00 1.00 1.00 1.00 0.98 1.100 1.00 1.00 1.00 0.189 0.062 1.60 1.00 1.00 0.97 1.100 1.00 1.00 1.00 2.72 5.52 4.82 1.63 0.0 442.1 800.0 0.0 897.2 1,103.8 0.0 783.4 1,103.8 0.0 265.3 1,401.9 0.00 0.0 0.0 0.78 29.6 162.0 0.00 0.0 0.0 1.52 57.8 225.0 0.00 0.0 0.0 1.33 50.8 225.0 0.00 0.0 0.0 0.47 17.7 288.0 1/ --·--........... , -·-·-·-·-·----~ . W~od .. ~~arr{~:-'.\\ .. <·:. LIC#:KW-06019338, Buiid:2022'. 12.28 DESCRIPTION: RB-4 Overall Maximum Deflections Load Combination +D+Lr Span Max. "-" Defl Location in Span _1 ___ 0~0806 4.029 Project Title: Engineer: Project ID: Project Descr: Load Combination Max. "+" Def! Location in Span --------~0.0000 6.000 ·. Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Max Upward from aOToiia-cond1t1ons· •••• Max Upward from Load Combinations Max Upward from Load Cases D Only +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 • ··1.640 1.640" 1.640 1,640 0.860 0.860 0.860 0.860 1.640 1,640 1.445 1.445 0.516 0.516 0.780 0.780 3/ I I I I I f-1'3, 7 I L----------------~ F A ROOF AND SECOND FLOOR FRAMING PLAN MALEK ENGINEERS, INC. SAN DIEGO, CA. SUBJECT: ~3> J'c?I,) ·r /2-~ -{ 5 f rl,,J-i. !J,~ I vJ--·,,( /3 -1 2 d_} -::: 3 3 f Lr f (2--. 6 l -r 5 § i I~ 7 --#· 1 17·1 l x'2 i L JOB NO. BY: 1--1 'l.-3 7 t ft ·y I S , 2_ ~ .?Z. 2. "- l> ~ a, :;b,) U.J'! t><.& o✓-F, ll'}n.. rJo.. 2@ 2A-,J a. c.._ =) [5E'iv-, fl-1? -S 5f f),J -_. t' rJ ~ L'[_ ( I 3 r lo) -t-2-tJ ,._ {II -f I 4-# z. 2 5' 1 Pvr f2.. ·i 4 4 l\ -1 66 ~ z. lt1t1 ~ fw'1 " Z.O tJ 8 fi,, If U J ~ 4 ,L 1} () • ;:.., l r'1,[L J 1, l =., /3~ f2, p, -b __,..., 9 r/ i tJ --0 ,...-. • I , I SHEET NO. I OF , a I fl. r J DATE: 1/12:J I Project Title: Engineer: Project ID: Project Descr: : WQod Beam .... :· '.:-:":-":'~;-.:-•.:·· ,:}:,;;; ::-·.::·· ' 1· •• UC#: KW-06019338. Buttd:20.22.12.28 DESCRIPTION: R8-6 • •• r ~ • -_ '. .. .-.• •-• ·-"--~-MALEK ENGINEERS: INC CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Prope!_!ies ... _ ---··· Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 1350 psi 1350 psi 925 psi 625psi 170 psi 675 psi E : Modulus of Elasticity Ebend-xx 1600ksi Fc -Prll Fe -Perp Fv Eminbend -xx 580 ksi Wood Species Wood Grade Douglas Fir-larch No.1 Ft Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D{0.444 l Lr(0.56) D(0.013,Lr(O 02) 6x8 Span-= 14.0 ft Api:>lied Loads _ ______ _ ___ _ Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load : D = 0.0130, Lr= 0.020 , Tributary Width = 1.0 ft Point Load : D = 0.4440, Lr = 0.560 k@ 7.0 ft DESIGN SUMMARY -Maximum Bending Stress Ratio = 0.626 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 1,056.94psi fv: Actual F'b = 1,687.50psi Pv Load Combination +D+Lr Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.236 in Ratio = 711 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio• 0<360 n/a Max Downward Total Deflection 0.440 in Ratio = 381 >=180 Span: 1 : +D+Lr Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load· Comiilnation 'MaxS!ress Ratios • ---·• • -~orrielitvalues Segment Length -~pan#_~-V CD CM C1 Clx __ CF Cfu C i C ~---M fb D Only = = = = = F'b 0.0 Length = 14.0 ft +D+l r 0.401 0.086 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.626 0.132 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.542 0.114 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.135 0.029 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.09 486.8 1,215.0 Length= 14.0 ft 1 +D+0.750Lr Length = 14.0 ft +0.600 Length = 14.0 ft 0.0 4.54 1,056.9 1,687.5 0.0 3.93 914.4 1,687.5 0.0 1.25 292.1 2,160.0 Design OK 0.132 : 1 6x8 28.00 psi 212.50 psi +D+lr 13.387 ft Span# 1 s11earVatues V fv F'v ------· 0.00 0.0 0.0 0.36 13.2 153.0 0.00 0.0 0.0 0.77 28.0 212.5 0.00 0.0 0.0 0.67 24.3 212.5 0.00 0.0 0.0 0.22 7.9 272.0 : WoodJ3ea~-'o;< \,:t:: • .. • : -UC#: Kw:os~'i9338: e~i1d:26j'i,:Hs·-~.;.._~ DESCRIPTION: RB-6 Overall Maximum Deflections Load Combination +D+lr---·· -------· Span Max. "-" Defl Location in Span 1--0.4402° 7.051 . Project Title: Engineer: Project ID: Project Descr: Load Combination Vertical Reactions Load Combination Support notation : Far left is #1 ·---·· ---- Max Upwarc!lronialll.oad Conaiflons-·· Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 D.796 0.796 --- 0.796 0.796 0.420 0.420 0.376 0.376 0.796 0.796 0.691 0.691 0.225 0.225 0.420 0.420 Max: "+"·Defl Location in Span ·-0:0000 Values in KIPS 0.006 -· MALEK ENGINEERS, INC. SAN DIEGO, CA. JOB NO. SHEET NO. OF II BY: ft·h. r DATE: 1/!3 SUBJECT: w 2 / s f 1,,,f I W ' 15.,.. 4·1 z ~S /?IA 2--J re 4-'h fi 9 1 x I& -f 6 '(tJ7"2t1); /-~7 (13 .1 zo) J, \ f / ,j 2 p / tJ, . ~ (< I ' ' I (2. f,)S /t:;,s I 1-7$ , , , ,, / , I' P '2 '2--3 t/ -1 I 3 t 1 ) 7 l -# (2.. -~ 3 ? .b 1 tr ct t :. & z.q # n ,, 3o ),? -ft-·1' w z 6 ~ rr./f x..!-:,: l Jr f u1 / lb ' 1 €(). f,r UJ'S II 7tf TSJ 5bO ~ 16" d._,(_. FT .2 usr: {I 71~ rr1 2-J(J <2 I 6 .i <Le., -==-;c::~ ;:) P -£-1\ h Ff, -I II'/, (15111!!: f-,/:i b C Z I 2---r 5J' Ht !l ' ~ 2-tb a -1 7 g t7 L / b 4 tJ #-( (l--:? _ 5) f ~ l ( { ') -t' 2 0 l! ~ { :! J / ~ f ~ 7 ~ -:: :f 4 / fr s -f'{ vnc J/-1~, 12. i 13 o;r: s-11'1 x f q PtJ /2 fJu. A-.h .::::) f t l\-M. ["I?-· l {/ J '()!.'f-.J-f',J'h 1 (,; l"~-.,,_ ,?,{ ( W 1 l I l r S 3 z Zt; s f t " r, 1 it"..,. 19~><3 "t, e,~ J [\ /, I \ r, I \ , ,,, , 3 I r <; Pi ... J -;o f. r.J l t · ,I.) i. 3 --_') b JI') S rx C1-t,L. J it5 t 13 11° r/ fJ ~ v1r:-.r11 tl-->< 11: fr,a f'n,,l,A r, Project Title: Engineer: Project ID: Project Descr: ,-! .w-..• -o-o~j3,ea_rn ___ )_----.. -. -_ -__ -•.•• -, .-. /-._.·_•:~'1: >" ,i,'.'.~=:: E_.t;:;1~•;::,'_:;~:;'.'.':::1;:?t::::·:·'~::~:_:~,:;£:~f-;:_:,·:•:;"~'.'X:c-, \}::~,,:: ~n·;~~~!~~~;F~~~~~¥.~:f.e'?,e~.:<1 -LIC#: KW-06019338~fiii11ii:"20.2lT2.28 MALEK ENGINEERS, INC. (c) ENERCALC INC 19~ DESCRIPTION: FB-1 CODE REFERENCES Calculations per NOS 2018, IBC 2021. ASCE 7-16 Load Combination Set ; ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 2900 psi 2900 psi 2900 psi E : Modulus of Elasticity Ebend-xx 2000 ksi Fe -Prll Fe-Perp Fv Em in bend -xx 1016.535 ksi Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Ft Beam is Fully Braced against lateral-torsional buckling 0{0.86) ,lr(0. 78) Span= 19.0 ft 750 psi 290psi 2025psi Density 0(0.86) ,Lr(0.78) i 45.07pcf Applied Loads .... _ __________ _ _________ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.2120, L = 0.0530 , Tributary Width = 1.0 ft Point Load : D = 0.860, Lr= 0 .780 k@ 5.0 ft Point Load : D = 0.370, Lr = 0 .570 k@ 9.50 ft Point Load : D = 0.860, Lr= 0.780 k@ 14.0 ft DESIGN SIJ_MMARY Maximum Bending Stress Ratio = 0.468 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual = 1,333.20psi fv: Actual F'b = 2,850.SOpsi F'v Load Combination +D+L Load Combination Location of maximum on span = 9.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.175 in Ratio= 1305>=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 nla = = = = = Max Downward Total Deflection 0.634 in Ratio = 359 >=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination -·····lli1iiic"Stiess Ratios ... ·l'illomen! llalues Segment Length Span# M--· Ct CLx . ~-i C ;· M fb F'b V CD CM CE Cfu ·--~-. DOnly 0.0 Length = 19.0 ft 0.454 0.236 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 16.66 1,165.9 2,565.7 +D+l 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 Length= 19.0 ft 0.468 0.244 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 19.05 1,333.2 2,850.8 +D+Lr 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 Length = 19.0 ft 0.457 0.230 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 23.27 1,628.2 3,563.5 +D+O. 750Lr+O. 750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.0 Length = 19.0 ft 0.460 0.234 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 23.41 1,638.1 3,563.5 Design OK 0.244 : 1 5.25x14.0 70.64 psi 290.00 psi +D+L 17.891 ft Span# 1 --· .. • Snear Values - -------V fv F'v 0.00 0.0 0.0 3.02 61.6 261.0 0.00 0.0 0.0 3.46 70.6 290.0 . 0.00 0.0 0.0 4.08 83.3 362.5 0.00 0.0 0.0 4.15 84.7 362.5 Project Title: Engineer: Project ID: Project Descr: ---·-·---~~~-[W.Qod $e~n,::: .. _,_:·-· . _;,i·• LIC#: KW-06019338, Build:20.22.12.28 DESCRIPTION: FB-1 ••• ::';._::;":':.·~.;;:'::;·::::'•}~?'.::li!:'.1::.~\Hf '.ii:{:\iffi)i} {0;~ ]}t'.'_';;;';}\));/'..I:'t•]\'?·:: 'P.r~~!0t tt!f:t~tff ir.~_;e:i~ff~ 7 MALEK ENGINEERS, INC. (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations "Coad Combination "Max Stress Ratios ------· ·Moment Values Segment Length SP,a_n_! ___ ~_: :·-~CD CM Ct __ CLx -~ +D+0.750L 1.00 1.00 1.00 0.983 Length = 19.0 ft 1 +0.60D 0.394 0.205 1.15 1.00 1.00 1.00 0.983 1.00 1.00 1.00 0.983 Length= 19.0ft 1 0.153 0.080 1.60 1.00 1.00 1.00 0.983 Overall Maximum Deflections Cfu 1.00 1.00 1.00 1.00 c. C; M I 1.00 1.00 1.00 1.00 18.46 1.00 1.00 1.00 1.00 10.00 Load Combination --• • ....,S,...p-an--Max. "-" Deft Location in Span -Load Combin.atfon +D+0.750Lr+0.750L ----··-··-1 0.6342 • ·s:569 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from·iillloa<fConditions·----·--4.4"54----U5,...4 ___ _ Max Upward from Load Combinations 4.454 4.454 Max Upward from Load Cases 3.278 3.278 D Only 3.278 3.278 +D+L 3. 781 3. 781 +D+Lr 4.343 4.343 +D+0.750Lr+0.750L 4.454 4.454 +D+0.750L 3.655 3.655 +0.60D 1.967 1.967 Lr Only 1.065 1.065 L Only 0.504 0.504 fb 1,291 .4 699.5 Snear Values ·-----·--F'b V fv F'v 0.0 0.00 0.0 0.0 3,278.4 3.35 68.4 333.5 0.0 0.00 0.0 0.0 4,561.3 1.81 36.9 464.0 Max. "+" Defl Loc"ation in Span • •• cfoooo 0.000 Values in KIPS !Y Project Title: Engineer: Project ID: Project Descr: ---.-.~::,,_•~:-:-•·-. ~-------·•r••••·'" . -•-·---~ ! wo·od Beam-....... , •• • ,,.•;\:'.-<~::-~:;,,'?.· '-,.:-;:->::·/_F_•:'t,:;,.,: :}Jt·. ~-.;:.\:f\~,toi,~?1}::(1f::P\~~'\~S~~~~--ec6_':i-i ' LIC#: KW-06019338 .. eu'11cl:20:22.12.2e •• ~· ---'-~'-'-~-'-MAUcK ENGINEERS, INC. -····--• •• ··1crENERCALC INC1s's'3~ DESCRIPTION: FB-1 W/ SEISMIC CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material_ Properties _____________ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.0E Fb+ Fb - Fc-Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling E(2.67) D(0.37) Span = 19.0 ft 2,900.0 psi 2,900.0 psi 2,900.0psi 750.0 psi 290.0 psi 2,025.0psi E : Modu/11s of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 45.070pcf 0(0.86) E(2.67) Applied Loads Service loads entered. Load Factors will be applied for calculations. ·••-·· + -··----· Beam self weight calculated and added to loading Uniform Load : D = 0.2120, L = 0.0530 , Tributary W idth= 1.0 ft Point Load : D = 0.860 k @ 5.0 ft Point Load : D = 0.370 k @ 9.50 ft Point Load : D = 0.860, E = 2.670 k@ 14.0 ft Point Load : E = 2.670 k @ 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.468 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual = 1,333.20psi fv: Actual F'b 2,850.SOpsi F'v Load Combination +D+L Load Combination Location of maximum on span = 9.500ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.284 in Ratio= 801 >=360 Span: 1 : E Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.653 in Ratio = 349 >=180 Span: 1 : +D+0.70E Max Upward Total Deflection O in Ratio = Q<180 n/a Maximum Forces & Stresses for load Combinations Load Combination --·1v1axsuessRfilios"-·--· • Moment IJalues -----... ----Ct c . Ci M fb Seg!:le~t-!:ength __ ~pan, '. _ !"1. V co CM Clx _ cf ___ Cfu I DOnly Length= 19.0 ft 1 0.454 0.236 0.90 1.00 1.00 1.00 0.983 1.00 1.00 1.00 16.66 1.165.9 +D+L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 19.0 ft 0.468 0.244 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 19.05 1,333.2 +D+0.750L 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Length = 19.0 ft 1 0.362 0.189 1.25 1.00 1.00 1.00 0.983 1.00 1.00 1.00 18.46 1,291.4 +0.60D 1.00 1.00 1.00 0.983 1.00 1.00 1.00 Design OK = 0.244 : 1 5.25x14.0 = 70.64 psi "' 290.00 psi +D+L "' 17.891 ft = Span# 1 -shear Values--·--------F'b V fv F'v ------- 0.0 0.00 0.0 0.0 2,565.7 3.02 61.6 261 .0 0.0 0.00 0.0 0.0 2,850.8 3.46 70.6 290.0 0.0 0.00 0.0 0.0 3,563.5 3.35 68.4 362.5 0.0 0.00 0.0 0.0 ---·---.... ~-~----' Wood -Beam ',<,, • UC# : KW:0~~1;338, 8°uilcn'o'22~ 12.28~---~ DESCRIPTION: FB-1 W/ SEISMIC Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: Load· Combination· •••• -·---"Ma,f Stress Ratios •• • --------• "M"omen! l.i'arues Segmen~L.e~gth Span# !0_ ______ ~---CD CM Ct Clx _ CE Length"' 19.0 ft 1 0.153 0.080 1.60 1.00 1.00 1.00 0.983 ~Q~ 1.00Q~ 1.00 1.00 Length"' 19.0 ft 0.356 0.228 1.60 1.00 0.983 1.00 1.00 +D+O. ?SOL +0.5250E Length = 19.0 ft +0.60D+0.70E 0.358 0.219 1.60 Length= 19.0ft 1 0.256 0.175 1.60 Overall Maximum Deflections 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.983 1.00 0.983 1.00 0.983 1.00 0.983 Cfu -~ i C r M -- 1.00 1.00 1.00 10.00 1.00 1.00 1.00 1.00 1.00 1.00 23.23 1.00 1.00 1.00 1.00 1.00 1.00 23.36 1.00 1.00 1.00 1.00 1.00 1.00 16.66 Load Combination +D+0.70E Span ·-1 Max·.·._.Defi Location in Span.. Load Combination OJl~-•• • 9~~-. Vertical Reactions Load Conibination • ... _____ _ Max Upwaicniom all Load Conditions ------· Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+0.750L +0.600 +D+0.70E +D+O. 750L +0.5250E +0.600+0.70E L Only E Only Support notation : Far left is #1 Support 1 ·support 2 s:«2--4·_as1 ·------ 5.442 4.851 3.278 3.278 3.278 3.278 3.781 3.781 3.655 3.655 1.967 1.967 5.442 4,851 5.278 4.836 4.131 3.540 0.504 0.504 3.092 2.248 lb 699.5 1,625.4 1,634.8 1,165.6 •••• ·snear Varues F'b V fv F'v ----·-- 4,561 .3 1.81 36.9 464.0 0.0 0.00 0.0 0.0 4,561 .3 5.18 105.7 464.0 0.0 0.00 0.0 0.0 4,561.3 4.97 101.5 464.0 0.0 0.00 0.0 0.0 4,561.3 3.97 81 .1 464.0 + -···-----· Max. "+" Def! Location in Span 0.0000 _____ 0~000 Values in KIPS MALEK ENGINEERS, INC. SAN DIEGO, CA. JOB NO. SHEET NO. OF )4 BY: -A-i-----I DATE: 1/2.J SUBJECT: Sft<J J -,. 7,5 J ~ (3 J '7 :~✓~ r-) -f 2.' (, 3 -12~)-;;: 4o 2-~ 4-~r 1-t:J/J r vi'° P-,, 15 o i 1t It 3o =' 3:13 8 1 M '"'-G2-S~ Fr-· P b i tf7,,f 2 J i l- ,J /))'C-3 h2.. ,,( 9. S fJ-ttru,u ') M ⇒ J$€-:':} t1 F0 .. -3 5()A-t..l 'I.. &? iJ'!t'h... I?. l"'l "'1 -. ( I 5 .,-4-:V fl ' ~ /() >< i ~ 2 1J , 1-- p_,..57 t11? ;21,7 -z. 1'2-9,t? 1f t✓J" / :J 35 r::;. /fl. D -i 0-P ? ,.J 15 1th f' J ,~ I r\ / I J ~ /;,s ,,t.~-,. • Wood Beam.·. • Lie#: KW-06019338,"8\Jild:20.22.12.28 DESCRIPTION: FB-4 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced Project Title: Engineer: Project ID: Project Descr: Fb+ Fb- Fc-Prll Fe -Perp Fv Ft 0(1.109) Lr(1.329) Span: 5.0 fl 900psi 900 psi 1350 psi 625psi 180 psi 575 psi E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend -xx 580ksi Density 31 .21 pct Applied Loads . . _____ . SeNice !cads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.2650, Lr = 0.040, L = 0.040 , Tributary Width = 1.0 ft Point Load : D = 1.109, Lr= 1.329 k@ 2.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.862 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 961.85psi fv: Actual F'b = 1, 115.20psi F'v Load Combination +D+Lr Load Combination Design OK = 0.360 : 1 4x10 = 80.98 psi = 225.00 psi +D+Lr Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 3368>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.042 in Ratio= 1444 >=180 Span: 1 : +D+Lr Max Upward Total Deflection 0 in Ratio= 0<180 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V CD CM Ct CLx DOnly Length = 5.0 ft +D+L Length = 5.0 ft +D+Lr Length = 5.0 ft +D+O. 750Lr+0. 750L Length = 5.0 ft +D+0.750L 0.661 0.290 0.90 1.00 1.00 0.99 1.200 1.00 1.00 1.00 2.21 1.00 1.00 0.99 1.200 1.00 1.00 1.00 0.629 0.279 1.00 1.00 1.00 0.99 1.200 1.00 1.00 1.00 2.34 1.00 1.00 0.99 1.200 1.00 1.00 1.00 0.862 0.360 1.25 1.00 1.00 0.99 1.200 1.00 1.00 1.00 4.00 100 1.00 0.99 1.200 1.00 1.00 1.00 0.786 0.333 1.25 1.00 1.00 0.99 1.200 1.00 1.00 1.00 3.65 1.00 1.00 0.99 1.200 1.00 1.00 1.00 . __ .. _______ Shear Values F'b __ \/ .. -• fv F'v -----· 0.0 0.00 0.0 0.0 532.4 805.1 0.0 562.4 893.9 0.0 961.9 1,115.2 0.0 877.0 1,115.2 0.0 1.01 47.0 162.0 0.00 0.0 0.0 1.08 50.2 180.0 0.00 0.0 0.0 1. 75 81.0 225.0 0.00 0.0 0.0 1.62 74.9 225.0 0.00 0.0 0.0 ,y .. . ....-."' , ..... --.. Wood Be.am - LIC#": "KW=oooT9338~-Bliiid:20.22.12.28 DESCRIPTION: FB-4 Project Title: Engineer: Project JD: Project Descr: ----------~~~--.. -·-· • ' ·_ : •• ' • • • • ProjeclF.ile: Okamura Res:ecG ., ..• ·: .. , .. : •• ':" • ··•·i ,, • (C) ENERCALC INC 1983-2022. Maximum Forces & Stresses for Load Combinations Load Combination ___ • ••• • • Max StressR"afios -• ·-------~oment Value_s ____ - Segment Length Span # M V CD CM Ct CL.x C Cfu C i C r M • -_fb ___ Pb .... -. . ---· ---___ f_ -~----------- • --sfiear Values --··-·--·--·· -V fv F'v Length= 5.0 ft 1 0.540 0.239 1.15 1.00 1.00 0.99 1.200 1.00 1.00 1.00 2.31 554.9 1,026.8 1.07 49.4 207.0 +0.60D 1.00 1.00 0.99 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 5.0 ft 1 0.224 0.098 1.60 1.00 1.00 0.99 1.200 1.00 1.00 1.00 1.33 319 4 1,423.2 0.61 28.2 288.0 Overall Maximum Deflections Load Combination +D+Lr Span 1 Max:·;y Def/ Locationiri-Span o.o4K--2.s·ra-• Load Combination Max. "+" Defl Location in Span • 0.0000 -· Vertical Reactions Load Combination Max Upward from alrt:.oad Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+Lr +D+O. 750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Support notation : Far left is #1 ----·s·upport 1 support 2 -------------- nra2 - 1_982 1.217 1.217 1.317 1.982 1.865 1.292 0.730 0.765 0.100 1.982' ·-·-·--·-- 1.982 1.217 1.217 1.317 1.982 1.865 1.292 0.730 0.765 0.100 Values in KIPS MALEK ENGINEERS, INC. SAN DIEGO, CA. JOB NO. I SHEET NO. OF 1 / 7 BY: SUBJECT: FE. 5 ~ -2-ft> -1 4tf .!J 7 2 r? ., § 4 :.. 7 tr f v/ fi ~B-1 rz f--r. 0(J()(J -ri 2-4-~ X. 'l ::: 2 010 1 2 4 I/(} 1 44 tfJ f + 4.>t S\CV (lt?l... J lfi'~ I B 1 I J p /J ' \t? ){ /{;, ' , ·, I I I (j 3 ,, , / s l!'c" O'lzJ _ ~J rrn 2 ('/ y 2-1 IJSt 4-L~ 0 ,f· t.; 0 . tJk 'l ·➔JsE.'}n e/3., 2 P.i ~) -1 'l,V )( J} d. j_ 1 3 / tJ -r 5 7 tJ '1-_'} 4 (1 711--· l---z,. W ,._ 2 1 ( / .J -r 2 tf -f 4 1 X. I v ~ 9 tJ -1 't IJ --z /.) c7 () /4' J r 1e,f 1 • l {.) J f 3 I; l. ,( { 4 Pt, (Z ""(l .. t :l:'l 1-1 ~ ?l'~.n H--8 ..,J-.. b'(t3-r2-t7)1 t'--i l&, ~ Oct-r(2.!l-: 2,q ~l-~ ... (' I '( ; :/J-1. 7 :<./9 J3 -r2.,j , /71---'} -t2.Gr,,.c;,. 43tr:) I .r« (/J-'vl. Jiio 2 3,4 / 2.J ~ /J fa f ~ .t 1/ , '1 Ult 3 ,5 ->G k/?!~ Pr.r(L-"'}1,,vAM ---,.------·-, •.. 1 Wood Beam ' •••• ; LIC#: KW-00019338, Build:20.22.1'~2~.2=a---....o. DESCRIPTION: FB-5 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material P~~P.8.'1~es . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: Fb + Fb • Fe -PrJJ Wood Species Wood Grade iLevel Truss Joist Fe • Perp Beam Bracing Parallam PSL 2.0E Fv Ft Beam is Fully Braced against lateral-torsional buckling Mlrffl) D(0.02) L(0.054) Span = 12.0 fl 2900 psi 2900 psi 2900psi 750 psi 290psi 2025psi E : Modulus of Elasticity Ebend-xx 2000 ksi Eminbend -xx 1016.535ksi Density 45.07pcf Applied Loads . _ _ __ Service loads entered. Load Factors will be applied for calculations. -· ---·--•-·--- Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, L = 0.0540, Tributary W idth= 1.0 ft Point Load : D = 2.0, Lr= 2.480 k @ 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.519: 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb: Actual = 1,884.69psi fv: Actual F'b = 3,629.22psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 4.511 ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio= 985>=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.274 in Ratio= 526>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio = 0 <1 80 n/a Maximum Forces & Stresses for Load Combinations = = = = Load Combination Mai( Strifsir Rat,os -----Moment ITaTues .. • • Ci C r fb Segment Leng!h_ Span# M V CD CM Ct Cl x CE Cfu M F'b --..... --. ·•-----··-· ... ·--· -- D Only 0.0 Length = 12 .0 ft 0.332 0.187 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 5.95 868.7 2,613.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 12.0 fl 0.345 0.202 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.87 1,001.7 2,903.4 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length= 12.0 ft 0.519 0.289 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.92 1,884.7 3,629.2 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 12.0 fl 0.477 0.271 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 11 .86 1,730.5 3,629.2 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Design OK 0.289 : 1 3.5x11.875 104.69 psi 362.50 psi +D+Lr 0.000ft Span# 1 ··--snearvah.iiis .. -· ---· V fv F'v , .. ---•·•· 0.00 0.0 0.0 1.35 48.7 261.0 0.00 0.0 0.0 1.62 58.6 290.0 0.00 0.0 0.0 2.90 104.7 362.5 0.00 0.0 0.0 2.72 98.1 362.5 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: ·-------' ·!;· '-.. •• ~----·-.· ~·~~ .::<.--Wood Beam: ·-cici:Rvicos0Ts33s_ sij"nd:20.22.12.2s • DESCRIPTION: FB-5 .Ptqject f:'iie: ~~mLr~ Res.ec6 : ' • • • • MALEK ~NGINEERS, INC.. • •• •• • '····_··,._,. --~-_,. ', ;~;·E~:;~6lL~-;~c 1~a-3:202? Maximum Forces & Stresses for Load Combinations Load Com6liiaifori Ma~ S_t~~~~_afios ----··· • • •• ----... --·--·· MomerifValiies -------sfiear Varu·es· c j _Segment Length Span.!._ -~-_ _ _ V CD CM Ct_ -~-CF _C_f_u_ C ~-·-;;,,--·ft) --Pb V fv F'v ----·- Length = 12.0 ft 0.290 0.168 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.64 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length= 12.0 ft 1 0.112 0.063 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 3.57 Overall Maximum Deflections Load Combination +D+Lr Span r ·· M3X. '1-" Defi LoCStion in sPan Load Combination Vertical Reactions Load ·combination Max Upward frorii all load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr +D+O. 750Lr+O. 750L +D+0.750L +0.60D Lr Only L Only 0.-2736 •• -•• 5.6os • Support notation : Far left is #1 Support 1 Support 2 • ·--2~·920 2.920 1.550 1.370 1.694 2.920 2.776 1.613 0.822 1.550 0.324 1:B'f"1"· 1.811 0.930 0.870 1.194 1.800 1.811 1.113 0.522 0.930 0.324 ------ ·-·-·---· 968.5 3,338.9 1.55 56.1 333.5 0.0 0.00 0.0 0.0 521.2 4,645.4 0.81 29.2 464.0 Max. "+" Defl Location in Span • --0.0000 ·-•• 0.000-·· Values in KIPS Project Title: Engineer: Project ID: Project Descr: ---------~~~ Wood Beani .(. ·." '. -·, · -· :·. -., .:::Proieci File: 0k!amu"ra R~.ec&.-'j LIC# : KW-06018338, Build:20.22.12.28 ·.-C~'--'-'---"------"--'---,-,-,· ·..,.·-,-aa-"':c;.:. '='_. :c.+''·;,.,···~--='· ~,--;,.,-,,,...;__ ___ -'-'-:...:..c.------~----',, _. :_;_... -' ' ·" • (~i--~~~-Rc~lc··;N/198·3:202~ I DESCRIPTION: FB-6 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Se!: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced 0(0.87) Lr(0.941 l Fb + Fb - Fe -Prll Fe -Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0psi 180.0 psi 575.0psi E : Modulus of Elasticity Ebend-xx 1,600.0kSI Eminbend -xx 580.0ksi Density 31.210pcf Span= 4.0 11 Applied Loads _ _ _ Service loads entered. Load Factors will be appiied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.3280, L = 0.360 , Tributary Width = 1.0 fl Point Load : D = 0.870, Lr= 0.9410 k @ 1.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio = 0.808 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 722.22psi fv: Actual F'b 896.35psi F'v Load Combination +D+l load Combination Location of maximum on span = 1.679ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.012 in Raiio= 4092>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a = = = = = Max Downward Total Deflection 0.034 in Ratio = 1423>=180 Span: 1 : +D+0.750Lr+0.750l Max Upward Total Deflection O in Ratio= 0 <1 80 nla Maximum Forces & Stresses for Load Combinations Load Combination ····Max s tr1fss-Ra~--------------------Momen! l7alues-··-. ?_egment Length Span # M V CD CM _ct Cl x CE Cfu C Cr M fb F'b □Only 0.0 length = 4.0 ft 0.564 0.406 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.16 455.2 807.1 +D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 4.0 ft 0.806 0.531 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.85 722.2 896.3 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 Length = 4.0 ft 0.647 0.478 1.25 1.00 1.00 0.99 1.300 1.00 1.00 1.00 1.85 723.8 1,119.2 +D+0.750lr+0.750l 1.00 1.00 0.99 1.300 1.00 1.00 1.00 0.0 Length = 4.0 ft 0.739 0.531 1.25 1.00 1.00 0.99 1.300 1.00 1.00 1.00 2.11 827.2 1,119.2 +D+0.750L 1.00 1.00 0.99 1.300 1.00 1.00 1.00 0.0 Design OK 0.531 : 1 4x8 95.57 psi 180.00 psi +D+l 0.000ft Span# 1 • SheaYVarues· • V fv F'v ... ·--·-··--. 0.00 0.0 0.0 1.11 65.7 162.0 0.00 0.0 0.0 1.62 95.6 180.0 0.00 0.0 0.0 1.82 107.5 225.0 0.00 0.0 0.0 2.02 119.4 225.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Load Combination· ---"Maic-S"lress R"atios • ••• •• • -----omeritVah.ies •• ·-·-·-•• ···--Sliear Values ~egment Length Span# ir--v -• co CM Ct _ _9.~_x .. CF Cfu_ --~-i C -r --M··· fb __ . ----~~~ .. -v-~ ...... ~:~-- Length = 4.0 ft 1 0.635 0.426 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.67 653.8 1,030.1 1.49 88.1 207.0 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 4.0 ft 1 0.191 0.137 1.60 1.00 1.00 0.99 1.300 1.00 1.00 1.00 0.70 273.1 1,430.2 0.67 39.4 288.0 Overall Maximum Deflections . -···• -------Load Combination Span Max."-" Defl Location in.Span Load Combination ·+D+0.750Lr+0.750L Vertical Reactions ·1·--·--0.0337 1.912 L08d -c·ombination ·----------• Max Upward from aUl oacl-Co·naitfons Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Support notation : Far left is #1 Support i. Support 2 • 2-:-3n-·-:r¥r-·· -•• 2.378 1.594 1.309 0.874 1.309 0.874 2.029 1.594 2.014 1.109 2.378 1.590 1.849 1.414 0.785 0.524 0.706 0.235 0.720 0.720 Max. "+" Defl Location in Span- b.0600-• 0.000 Values in KIPS l ·woo(f.~Beam ··•·· ' Li°C# : KW-06019338, Build:20.22.12.28 DESCRIPTION: FB-7 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pr~perti_e~ ..... _ .. _ . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Completely Unbraced Project Title: Engineer: Project ID: Project Descr: Fb + Fb- Fc -Prfl Fe -Perp Fv Fl 0(0.37) Lr(0.57) D(0.09)L(0.04) 3.5x1 4.0 Span= 16.0 n 2900psi 2900psi 2900psi 750 psi 290psi 2025 psi E : Modulus of Elasticity Ebend-xx 2000 ksi Eminbend -xx 1016.535ksi Density 45.07pcf Applied Loads -· _____ Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.090, Lr= 0.040 , Tributary Width = 1.0 ft Point Load : D = 0.370, Lr= 0.570 k@ 8.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.319 1 Maximum Shear Stress Ratio 0.115 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb: Actual = 831.25psi fv: Actual = 41 .81 psi F'b = 2,603.16 psi F'v = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 8.000ft Location of maximum on span = 14.891 ft Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio= 2136>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio = 0<360 n/a Max Downward Total Deflection 0.208 in Ratio = 925>=180 Span: 1 : +D+Lr Max Upward Total Deflection 0 in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations --~----·•-·-Max Stress Ratios MomenTValues Snear Values -·-Load Combination Ci c_I ... ,. ___ , __ ----- Segment Length .. Span # . M V CD CM Ct CLx ·-···CF Cfu M fb Pb V fv F'v ... --··--· ---- D Only 0.0 0.00 0.0 0.0 Length = 16.0 ft 0.206 0.094 0.90 1.00 1.00 0.87 0.983 1.00 1.00 1.00 4.36 457.6 2,226.2 0.81 24.6 261.0 +D+Lr 1.00 1.00 0.87 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.319 0.115 1.25 1.00 1.00 0.73 0.983 1.00 1.00 1.00 7.92 831.3 2,603.2 1.37 41.8 362.5 +D+0.750Lr 1.00 1.00 0.73 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.0 ft 0.283 0.103 1.25 1.00 1.00 0.73 0.983 1.00 1.00 1.00 7.03 737.8 2,603.2 1.23 37.5 362.5 +0.60D 1.00 1.00 0.73 0.983 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.0 ft 1 0.100 0.032 1.60 1.00 1.00 0.60 0.983 1.00 1.00 1.00 2.62 274.6 2,747.8 0.48 14.8 464.0 Project Title: Engineer: Project ID: Project Descr: • Wood Beam ;, - ·uc¥: KW-0601933(BuTld:202'.2.12.28 ' DESCRIPTION: FB-7 Overall Maximum Deflections Load Combination • • • • Span-· •• Max·. "-" Deft Location in Span Load Combination +D+Lr 1 0.2075 8.058 • Vertical Reactions ____ Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from alfload Concf1trons • 1.510 1.510 • --~--~---···--·----- Max Upward from Load Combinations 1.510 1.51 o Max Upward from Load Cases 0.905 0.905 D Only 0.905 0.905 +D+Lr 1.510 1.510 +D+O. 750Lr 1.359 1.359 +0.60D 0.543 0.543 Lr Only 0.605 0.605 -• -Max:-"+" Def! Location in Span 0.0000 Values in KIPS 0.000 Wood Beam: --utti~ KiN-06019338, Build:20.22.12.28 DESCRIPTION: FB-8 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Project Title: Engineer: Project ID: Project Descr: ;, • •-io.H,~,•,.:.; 'MAL~~::~~i1~i;R0i:2:~-:}: ,., -.. Material Properties ·-··-----·------·---------------· Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.0E Fb + Fb - Fe -Prll Fe• Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D( 1. 729)1 Lr(2.66) I Span= 10.0 ft 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025psi E : Modulus of Elasticity Ebend-xx 2000ksi Eminbend-xx 1016.535ksi Density 45.07pcf Applied Loads __ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.17 40, Lr = 0.120 , Tributary Width = 1.0 ft Point Load : D = 1. 729, Lr = 2.660 k @ 6.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.571: 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb: Actual = 2,071.00psi fv: Actual F'b = 3,629.22psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 5.985ft Location of maximum on span Span # where maximum occurs = Span # 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.121 in Ratio= 990>=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.225 in Ratio= 533 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<180 nla Design OK = 0.385 : 1 3.5x11.875 = 139.52 psi = 362.50 psi +D+Lr = 9.015 ft = Span# 1 Maximum Forces & Stresses for Load Combinations Load Combination --Max Sfiess'Rafios-· -'--~-'-'-'-"c.:.:..cc.:.c..:.._ _______ ~M~om=enfVaTues_______ Shear Values _Segment Length Span#-~-_V __ C'-'D'---'-C-"-M __ C_,t_C_Lx ___ C.Lf __ C_fu __ c__,_i _C...cr ___ M ___ fb_· ____ F_'b ____ V ___ fv Pv D Only 0.0 0.00 0.0 0.0 Length = 10.0ft 0.357 0.247 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.39 931.6 2,613.0 1.79 64.5 261.0 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 10.0 ft 0.571 0.385 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 14.20 2,071 .0 3,629.2 3.87 139.5 362.5 +D+0.750Lr 1.00 1.00 1.00 1,001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.0ft 0.492 0.333 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.24 1,786.2 3,629.2 3.35 120.8 362.5 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.0 ft 0.120 0.083 1.60 1,00 1.00 1.00 1.001 1.00 1.00 1.00 3.83 559.0 4,645.4 1.07 38.7 464.0 Wood-Beam'•. DcrKliioeo1933a, B~ild:2ci.22.'H2e •• DESCRIPTION: FB-8 Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Span 1 Max l.Tpwarc!rrom·aii'Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Project Title: Engineer: Project ID: Project Descr: ·.\ .:/: • :1JroI~~:~r~:: 9,k~.t!iur:a ~e~.f.t . • 1 (c) ENERCALCliifc-, 983-2022 ··Max. "·" Defl Location in Span Load Combination Max."+" Defl .. Locationin Span . 0.2251 5.219 0.0000 -·-ir.ooo Support notation : Far left is #1 Values in KIPS Support 1 SuppOrt 2----- ---3.291 . "4.168 ·------·-· -------·------ 3.291 4.168 1.664 2.196 1.627 1.972 3.291 4.168 2.875 3.619 0.976 1.183 1.664 2.196 4a 6x ex AU.OUADL! C:OHCEI/TRlC AXJA~ LOADS• (? ;•IOOOPSI, LDr•l} ---------------------------------6 , 8 9 10 11 12 ~.i•l'i'~ ,UU :)tltt:t!> 13' • 14' ' 1S • 16 , 17 •• 18 19 20 h,rt. LI• ------------'-----·-------------22,l5 24,00 27,43 30,86 34,29. 37,ll 41 .l4 44,57 48,00 •--•---•-·---·---• •---•----·•-•'----..L•L-•----• -•-••------------------ f'C 80 787 638 S04' 408. 338 284 20 208 -·--------------------------------·------b2 414 h6 418 ' I 406 0,2 :mo 10)51 9641 7615 16266 ISIS0 12281 I 21446 l9974 16192 2646, 2142 1774· 1491 6174/ ·4998 4140 3479 97021 78S4 6S06 5467 ll79l 10339 8578 7207 1270 2964 ,6s8 6142 1()92 2548 4004 5279 ---------------- tJ,d i l3,i0 15,27 17,O 19,6 1 4 ~I .Bl 24,~ 26,11 , 28,36 30,54 32,73 34,91 31,10 39,27 41,45 0,64· -------------------------------~--------~ F'c ______ i ___ oa1 ____ 96s __ • _940 _____ ,rJJ. __ es4 ___ ;a1 __ ,,o 597 514 U8 394 349 311 ·279 2S2 • 6i2 I 8093 7961 7755 7450 -704G 6493 57~0 6x4 . 18864 18576 18095 '11402 l6'.39 UIS0 13436 492S • 42~0 3696 •••• 3250 ·2819 • -2566 ~-302 ' 2019 1u92 9B94 8624 ,sa4 6718 s9n 5371 ,9s1 616 ' 19675 29191 2843S 21346 15833 23806 '"llll~i 618 40466 39806 3817S 37290 l5227 32463 28792 lS0)9 15598 13552 '11918 10551 940! eHo 7613 24626 21202 18480 16252 14396 12829 llm 1039S ' . ---------~---------------------------~-------------------1 _ L/d ______ i __ 9 .6G __ 11. 20 __ 12.eo __ u.,o 16.00· i; ,oG ·_19.20 __ 20.eo __ 22.,0 24 ,00 25,60 21.20·. 28.80 30,40 32.00 ' F'c ; 1000 990 9113 97l 9S8 938 913 800 .. B)8 787 124 64tl 579 519 "69 ------------------------------------------------.. ----·· _,.., ·-• h2 • 10875 10766 10690 10570 10418 10200 9929 • 9570 ·i-9113· 8ic4 25375 25121 249U 24664 24309 "23802 23167 1.:!)30 ~i 264 816 41250 40838 4054~ 400;~ ~9S18 38692 ~7661 .~6300. 343~8 818 56250 55688 55294 54675 53886 52762 51356 49500 47138 8538 7874 7058 6297 5644 · 5100 19970 18372 16468 ·.l,692 13170· 11900 32464 .. 29865 26771 . 23844 21409 19346 44269 40725 36506 32569 29194 26381 ------------------------- .• Tl.9L£ YA.UJ£S ARt,lH lt.,, £•1600000PSI, l•26,84, . 11110£ StcO!ID Dlt!EIISl0N IS SU.I.WR TIIAH TII& FIRST, LATE.RA!. SUPPORT IS REQUIUD 1H bllt£CTIO!l or 111£ Sl-!ALLtR SUE. • f __ _ I j I l I i ~ ~ ~ j1 ~i j [' ·:·I • s ~EAR WA LL scµEDU L E • .. ] . t • .. : MARK . 2 © 2 ~I ® 2j!@ 2·1i @ © i ® ·4,@ 4® 4.Q) 13 .J =-~@ 13: M . r f .I I I . ii • 1· ',i r ·. il • ' . ' ·1 • r ' 'I. :· .. '1 • ! I( I ; ... - t I 1 :t~ ; I;:· ~ .. EAR WALL I ' I ,MATERIAL . :• ,. 1n•1 GYF'}:3D (BLKD) :1 .. , (S/~'1' 4se bd) , < • I 112" ·c,;ypr.1 D. <BL.KO) ·rl' . (&ISj' 1.us~l',6dJr, . 1/2" 'fs:P ~D (Bl:.KD) !:>/8'iuYP: BD (BLKD> . . . sTUdco '·t 'I ; r 1si3f•I PL~ sri:i r .. . ; 15132")· Pi!Y STR I . . . ··' IsJ3i"' FdY srR r • 1 ~·· l&/32": PL;r ST~ 1 . . . 15ml' l f'L~ erR ueeJ I . '-,·,. ~!. . ·-I' . ~. ,,, ·<f .. ; ( :•,,1· ,: ;!j . · I / .! ,· j • ' 'll' r• .. ; :, . , H tI ,~ ,: • F ( q. 'i '' .·, u. ·,, "i! J.' i I " • ·r," ~ I• .. ·1··· 1:f .' ·:'.\ : .. !,j: • ; ! \ I • i. :~ , I; 1_; i, -~\I· I • • ,·' :· f ! ·: ~' ' i I· •r . f . i : t' '' : ' ,,l ,, .. ' EN. I I • • 5d CN. •:1" !' • ; E>d.CN. • 4" &d CN.·• 411 E>c:f <;:.N. e; 4" REF. NOTE I • 'lt' .·111:'d • 6" ' '\IZ)cf • 4;• ·l~d • 3" 10d • 2" I 10d • 3" :! 'i ' !-! :, ' • J Ii. REF. 10 AJ:ICl,IOR eoL. Te AT FOJNDATla.t I 11211 -, A.a.• 12" l/211 "' AJ3.• 12" ·11211 p, A.e,. • 60" 112" 91 A.6. • 48" . 112" ~ A..B. • 4&" :,/811 9' Al3, • 32 I 5/8"" AB.• 24" ' !:,/811 111 A.6. • 16" I &/8" ¢ A..B. • IE,' 314" c, AB. • 11" (A) (B). (c) NAILING OF l TN. OR A35'S REF. BOTTCM F'L 12 NAILING TOF PL.'5 ; BLK OR JOIST T06ETHER TO TOF F'L.'S. lbd • 12" 16d • 12" ,IE,d • 12" lqd • 10" IE>d • 12" 16d •·10 " lbcf • 811 16d • 12" 'I6d • 6 11 IE>d • 8" IE>d •:1211 IE>d • 6 " l&d • &" 16d • 12"' 16d • &" lbd • 4" I6d • 10 " A3S • 16 " 16d • 3" -IE>d • 6 " 'A3S • 10 " 16d • 211 (6TJ lbd • 4" A.35 • 811 112"><8" • S" LAGS lbcf •· 4" A.3&. 6" S/811x811 • g" LAGS 16d • 4" A3S • 6 11 EA SIDE )> ~ ~ • ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.1603188&1ng=-l l 7 .... A This is a beta reiease of the new ATC Hazards by Location website. Please contact us with feedback. zr 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 2779 southampton road, carlsbad ca 33.1603188. -11 7.3091 94 227 ft 2023-01-19T00:02:41.440Z Seismic ASCE7-16 II D-default Basic Parameters Name Value Description Ss 0.986 MCER ground motion (period=0.2s) S1 0.36 MCER ground motion (period=1.0s) SMS 1.183 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.789 Numeric seismic design value at 0.2s SA So1 • null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -.Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.9 Coefficient of risk (0.2s) CR1 0.911 Coefficient of risk (1.0s) I of2 ; . ---'....c.c. __ _ _ ~9le, l~EGI. Re p e ro/ 1/18/2023. 4:03 PM . ATC Hazards by Location https://hazards.atcouncil.orgl#/seismic?lat=33.1603188&lng=-117 .... 2( PGA 0.43 FpGA 1.2 PGAM 0.516 h 8 SsRT 0.986 SsUH 1.095 SsD 1.5 S1RT 0.36 S1UH 0.396 S1D 0.6 PGAd 0.5 * See Section 11.4.8 MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out wh~ Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. VVhile the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 2 of2 I/18/2023, 4:03 PM MALEK ENGINEERS, INC. SAN DIEGO, CA. JOB NO. SHEET NO. i OF 2& I BY: fJ h I DATE: '/ t3 SUBJECT: f.J'F ~Jf\JntC v-:-2-Fc,., J'L[. J z 2 x /./µ xt J ;;, <J -(l..1,.J /l-4 'l t.o J,) :, (2.. 3 yb-s I /Jf<. CJ./ W p 10 r wkvl. W~?: /3-r & ::Z\ I (i✓r~ , hf:¾ 1,,./ fi1(1 (L : / ~ T I./ ;; 3 I) Lt'vt!l. Hr. l J f)..oo f 2.,/. 2-f 441 MALEK ENGINEERS, INC. SAN DIEGO, CA. SUBJECT: h.r7(} Cl ~ W'!'fU-0 ,J l,, I ,v( '2, (? V;~ 3 'Ii_ /h 1.12 z :371. f!- 2, X I. 3 'l 4 t4 vvJ ~~ 12.1 ..j_ 0 1 1.1,: :}ct ,. 2,. L 1.. t ' 1 lJ i I I q Pv/- UJr T-·1 PE r- 0.7'.M • ~ ;/ 9 ,t 4(}tt f;·tt z... L (2 n '; (3 x13.,,, ~1 x-1J): z /~"tr '/i-lJ Gt?v1R-" @#8 i-tl-07 ~ !4t~/ J. r:;':. r ~ J:=: VJt H©UI fltJ l nt?-uJ ~ L<vf .l V1 .,_ 3. I ~ ( I b {,I;. 1/.,..,t 12.(,z 1/.1. 1.1 ~ 12722 2-- J i. r;,7 2.z /&: 451 Fj Pvt ff .,_ 4 311.1 IP- 11 st-T1tf' 6 wl Hou5 I ~L1~· 4 V1 ; 3 -l ,< I 1:, ,(_ ~~ 'l 7 4 C\ X I , 3 :. 2. J w ,. ; 2.. 1 ,./ 1 t, ;_ 3 ~-: / ti() / 5 2- tJ 2 3Jo PLd- t)J[ T'JN F ;-.//{1QU4 I JOB NO. I SHEET NO. OF I z.3 BY: fJ,1-1 I DATE: '/ 2.J l ::. /, ' MALEK ENGINEERS, I NC. SAN DIEGO, CA. JOB NO. I SHEET NO. OF ! ..:J /} I V BY: fJ. f, I DATE: '/ 2 3 SUBJECT: ~ 1...i vtf :A J J 1. 3 . l .J. Ji?_ ~ 3 0 I -:z 7Dt 't tfa 1-v w /,. I 2, . I J ( b ,J, b I -z ;f;,/ 11- 2---I l , 19 1 J 2 33 l'v)'L F -'") L-f \.J[" 5 rs ic Is -'=>-1 J J.i >( ($' 3 )2 ~ Jl/'1 •• 2-/,,,.: S &I 1-r· ,)-. ~ .3 f;/{" 11 J [ nrr F - J I ._{:' ..... ~ '-', fV\. V Jf ~ 7 ~~ /j l. ' I ) Q, I , Vl 3.h f vt Us {'--r1 r [' p · =-) \2-4P f 01~ rNL nc,, J =-1 0/ s / I? 1 -. ·9 s M f\.,x: . Ur c-lti " f L '1 v-1 cJJJ V (J~ I) v~"/o) ,J /:J·llJ tJ C;' 'o._ l,. G. rl, r/ t . r.t', ~/ / 2 ''tJ, C 1-:;:: u ----· , .. _.,_ ••. ,. ••••• -,-·--------~--~~7 • -·--· '/ ' -- • MALEK ENGINEERS, INC. JOB NO. SAN DIEGO, CA. BY: SUBJECT: ::::) L., I w{""" I J,. 2 4 i &t -,< ii.. + 2 X Z o < !:..!_ X /. 3 1 ,Z,Y2. --JP- ,_) '2. I z.... J ,,,.;,.,_ .9t1~ \(~ "f' 12 .t x 2/ < :/-=-p3z._. 2 ! tJ Jf D /3 L . °0J t,./ 1-j /2 l. e .J' ;{2.tJr-.,{;, J In_.,. J JJ 2. 4t~ ~ L, + 2\ Jw 1 CIJrJt -1-!:.. -r 'Z-1 l 1,/( ! ' tI-~ 3 .b 1-f t ,,.. US·£ tiff {;; ~)_f)• r,_ r? .. {)J frBflVC ,,j l'flA () ,,7, f/J . ~ IL 7 I)....//_ X t t I i Z 71 (J ,1_ t , ~ 7 e1b; /tJ {<_,. h ri ~ ~ 1 .J. 'j .,,. Z. ~ l) -1' 2 .( I~ 1; \ '),,2,5'~,,, P,;{}v,f,-' ( /(J /, )(J -C)_ 6 7 L 2 2' ,:,1/14. S ' ] ;),JP u J t H Q u 5 1'11 l, f)IJ -J J .-)l.,.;J~.4 I//-. .9b 7-r 2 x 1 k> t 32! -+ 2..~(Y... ltc ~.Li~ ,~ tt. z ,~ ,J.,.J I. )<7 1q ' I~ 15" +-) 2 ,, ( X. .,9' -✓-. I ~ . <'-::. J9'~7 -f -· ( ,(_ "1:-. . 2- L i b,>1 J 1 SHEET NO. 1' OF I 3 J f} h j DATE: 1/2...J ~ -:' J-1. GoJ P~·i1 < 2 ;,< ..! e 7,:1 -~ 6's-i /7 I .- t (/fl t-r Uff. .. T,., fr· I V J w/ Hov If o..J 1 -/.b .... " MALEK ENGINEERS, INC. SAN DIEGO, CA. JOB NO. SHEET NO. OF 3t BY: fJ, h [ DATE: t/2.: SUBJECT: -=-) L,f t,JF° 14 JJ-:.. ?tf-4--f 3 ? 2. -t 2 x ( 2~ ;L.._ 2.,( .,-.!! ;(3.o) -,.. 2.-:?/,b '-· L / {! T'1 ff f ~ l. t 1✓c Y) Jj' , 7 4-4-+-2. l J.. 9 ' ,< 3 & ; -:. I ct 'l 4 .:::;> Ltr-£ F JJ i J ) 2---r i 1-. 2--1/ ,<: ~ ., 7 ~ 2- 1 ➔ fi~~{L 0t'1 f'\" f 1)6H u :: 17 .91-. I 2 I/ t-J (7 Lt v[ I UJ t 7/ ~.., t7v1i-lMC> (J ~ t) ,Ji /(1) ~''P~ • .. . • MALEK ENGINEERS, INC. SAN DIEGO, CA. JOB NO. SHEET NO. I OF .33 I 3 3 SUBJECT: ~ .f'f"'t.hJ J11uJ FoJr-i 01:T-b rJJ ,J = . ( 3 / b -r 4 ~ t l 1' 2 ( I 3 -r 2-:? ) t 3 I ·d ,'7 --§tr£:, '( 4-i i 1 0)" l, rvf j /!} ,I I' Mttx . , / 1/ I F::;--1 vi I Y?T'rt '? ( I) 31 I I s Q~ -: 0 -7 ' U J c 12 ,J iJ , o S X: I t ...i '? ~\~'y:? w/ 2.. ,, -:if• 5 & v i -. @. J);J f 1/ /3,-; TT rJ 11 I CITY PACIFIC COAST LAND CONSULTING Engineering Geologic Services Geotechnicol Investigation for New Construction Okamura Residence 2779 Southampton Rood Carlsbad, CA 92010 April 24, 2023 F.N. 2779N-23-51 CBR2023-047 4 2779 SOUTHAMPTON RD OKAMURA: 700 SQ FT ADDITION 2ND LEVEL. 24 FT SO FT ENTRY WAY, 1 ST LEVEL 2081401900 5/1/2023 CBR2023-0474 • PACIFIC COAST LAND CONSULTING Engineering Geologic Services Mr. Okamura 2779 Southampton Road Carlsbad, CA 920 I 0 April 24, 2023 F.N. 2779N-23-5 l Subject: Mr. Okamura, Engineering Geological & Geotechnical Investigation for New Construction Okamura Res idence 2779 Southampton Road Carlsbad, CA 920 I 0 Enclosed is the Engineering Geologic and Geotechnical In vestigation for the property. The purpose of this proposal is to outline the costs and scope of work to provide geotechnical design parameters to develop the site for a 2nd story addition and ground level entry extension. This report provides the recommendations and design criteria for the foundation system, fl atwork and drainage associated with the project. If you have any questions, pl ease do not hesitate to contact me. Best regards, Ra lph K. Jeffery President, Pacifi c Coast Land Consulting CEG I 183, RG 3815 Chris Pinnow Civil Engineer RCE 62262 1525 Peyyer 'Tm Pfoce, 'Fa((6raak, C'A. 92028 'T:EL (760) 473-4117 :E111ai(·R11~,1~ftc,:1'-t11S•BC§~1l1.i(11.:t www.PacificCoastLa11dComufri,VJ''ct 2 .. PACIFIC COAST LAN ·o CONSULTING Engineering Geologic Services 1.0 INTRODUCTION AND PURPOSE This report is a limited scope of work to help identify and recommend the design parameters for a 2nd story addition and ground level entry extension. The site is located on 2779 Southampton Road in Carlsbad. See figure 1. II • l I .. Figure 1 Sit e Location The site is a single-story house located on original ground. The proposed work will build a new 700 sq. ft 2nd story addition and 24 sq. ft ground level entry extension. See figure 2. The lot is 1525 'Ppyer 'Tree P(ace, 'Fa((6roof, C'A 92028 'TXL (760) 473-4117 Xmai('R11fjejf:eryC.JIS1BC§f;,{,a(11et www. Pac ificCoastLandConsufrin3. net 3 PACIFIC COAST I,AND CONSULTING Engineering Geologic Services rectangular in shape and has retaining walls to the north for a 4' rise in elevation and south for a 5' drop in elevation on the neighboring lots. Additionally, there is a 3' high descending slope on the western side of the lot. The house is a slab on grade construction with conventional wood framing and dry wall interior that was built in l 987. Figure 2 Proposed Site Pion The purpose of this report is to provide design parameters for the proposed new construction. Figure 3 is an aerial view of the site. Showing the relationship of the property to the adjacent properties. The work is intended to provide engineering geologic investigation in pursuit of a building pe1mit. A review of the plans and regional geologic maps indicates the site is underlain by Very old paralic deposits, Units 10-11 , and Santiago Fonnation. 1525 Peyyer 'Tree P(ace, 'Fa((6rook, C'fl 92028 'TXL (160) 473-4117 Xmaif 'R11~jef{:er}JC.vS•BC(jl~•6a(11et WWW. PacificCoastLanaComufrin3. net 4 ,. PACIFIC COAST LAND CONSULTING Engineering Geologic Services Figure 3 Aerial view of site location in red. 1.1 Scope of Work The scope of the work outlined in this proposal is as foll ows: ► Site reconnaissance to address conditions. ► Evaluate the site conditions to determine the geotcchnical conditions that govern site construction. ► Excavation of I test pit ► Collection of soil samples for laboratory testing ► Analyze the site geology creating cross sections if/as needed. ► Analyze factors regarding seismi city and liquefaction. 1525 Peyper 'Tree Pfoce, 'Faff6rook, C'A 92028 5 'TXL (760) 4 73-4117 X1nai( 'R11kieften1c,t1S•BCG/;,f;a(1wr _; :,7 - www.PacificCoastLa11aConsufri"t},net ,. PACIFIC COAST LAND CONSULTING Engineering Geologic Services ► Provide foundation recommendations based on the site findings. ► Review any plans and data gathered by the client. ► Provide any recommendations as needed for construction including seismic design parameters. ► Provide design parameters for the construction of the foundation and any grading required. ► Provide a report summarizing the findings and recommendations. 2.0 GEOLOGIC CONDITIONS The project site is located within the Peninsular Ranges Geomorphic Province. This province has specific characteristics that arc considered when providing recommendations for new structures. It consists of the southwestern part of Southern California, the accompanying mountain ranges and the near shore sedimentary rock units. The basin gives way to the coastal area and rolling hills, which form the transition in southerly directi on to the Santa Ana Mountains, on the east, and the San Joaquin hills on the west. The generally rolling hills and offshore areas are dominated by northwest-southeast trending faults zones. In the past, 5,000 to 30,000 years ago rainfall was much heavier. The rolling hills, weak formational soil strengths, prehistorically lower sea levels (higher canyon walls), and heavy rainfall, created an area replete with large landslides. 1525 Peyyer 'Tree Pface, 'Faff6roof, C'J'.\ 92028 'T'EL (760) 4 73-411 7 'Emai( 'R11kie{frn1@S•BC<;Jf;,Ga( net J~ - www.PacificCoastLa1idConsuftin3.net 6 .. PACI:FIC COAST LAND CONSULTING Engineering Geologic Services Figure 4 Mops prepared by Ccilifornici Division of Mines cind Geology (now tne Ccilifornici Geologic Survey) indicates tnat tne site is constructed on Very old paralic deposits, Units 10-11 (Qvop10-11) cind Santiago Formation (T sa). 1525 Pepyer 'Tree P(ace, 'Faff6roofi, C?\ 92028 'T~L (760) 473-4117 ~mai( 'R11fieffen1Co/S1BC~f;,6a( net .,, .J7 . 'WWW. PacificCoastLanaConsuCti n8· net 7 PACIFIC COAST LAND CONSULTING Engineering Geologic Services 2.1 Geomorphology The site is roughly 5,000 feet off the flank of the Agua Hedionda Creek. The creek has a natural lining. Subsequently, this has allowed the recharge of ground water in the area. See figure 5. Figure 5 Overview showing the site in relation to t he Agua Hedionda Creek. 2.2 Earth Materials 2.2.1 Geology The site is in an area where the colluvial deposits from the Peninsular Ranges have coalesced with strandline, beach, and estuarine deposits to form a mesa. The geologic map prepared by the California Geologic Survey identifies the area as Very old paralic deposits, Units 10-11 , and Santiago Formation. The Very old paralic deposits, Units 10-11 (Qvop,o-,,) is composed of reddish-brown silt, sand, and cobbles [interfingering strandline, beach, estuarine and colluvial deposits]. A small window of the Santiago Fo1mation (Tsa) exists where the house is located. 1525 Pq,yer 'Tree P(ace, 'Faff6rook, C'Jt 92028 'T~L (160) 473-4117 ~mai( 1R11kJe_f&r:1@S·BC(il(,6,,lnet www.PacificCoastLandConsufrine.net 8 PACIFIC COAST LAND CONSULTING Engineering (ieo/ogic Services The Santiago Formation (Tsa consists of pale gray sandstone and conglomerate and lesser interbedded siltstone [ continental and marine]. The map of the Oceanside quadrangle indicates the area is gently sloping terrain with continental, alluvial, and paralic deposits. 2.2.2 Graded Conditions Research and onsite observation suggest that this is a cut-fill lot. Figures 6 and 7 show the grading conditions of the lot. The site was graded in 1985 and built in 1987. Fill depths are relatively shallow. The original ground elevation on the lot was between 240' to 255'. The lot has an elevation of about 224. This indicates the lot is a planned cut lot. However, it is common practice to over excavate cut lots to depths of about 3 feet. Allowing for bedrock removals, the depth of over excavation would be to 22 1. 7' (roughly 18' to 34' of soil was removed). This would be uniform across the pad. The pad has an elevation of 224. 7', this would put the 2nd story addition and ground level entry extension on fill with footings going 18" to 24" into the ground. The accessory dwelling unit will rest on fill. 1525 Ppyer 'Tree P(ace, 'Faff6rook, C'A. 92028 'TXL (760) 4 73-4117 Xmai( 'RJ1kiefien1(.vS•BC(jl;,6,1[riet J.)7 • www.PacificCoastLantfConsufrin3.net 9 PACIFIC COAST LAND CONSULTING Engineering Geologic Services WORK Figure 6 Grading Plans For: Carlsbad Tract No. 84-14 showing t he original topography and geology along with t he grading topography. The lot is ;;105. 1525 Ppyer 'Tree P(ace, 'Faff6rook, C'fl 92028 10 'TXL (160) 4 73-4117 Xmai[ 'R11kie{fen1(.vS•BC§t;,6afoet y --- www. PacificCoastLandConsuCti ng. net PACIFIC COAST LAND CONSULTING Engineering Geologic Services Figure 7 Grading Plans For: Carlsbad Tract No. 84-14. The lot (~105 ) is on sloping terrain that ranges from about 240' to 255'. Planned pod elevation is about 224 indicating t his is a planned cut lot. 2.2.2 Groundwater The area is not in a groundwater basin. Thus, the groundwater in the area has not been studied. The water in the area is drained by the Agua Hedionda Creek and the Buena Vista Creek. Groundwater levels vary in the area and the most recent measurement took place in 2017. The varying levels of groundwater is mostly due to pumping, drought, and recharging of water from lack of lining on the nearby the channels. 1525 Peyyer 'Tree P(ace, 'Fa({6roof, C'J\ 92028 11 'T'.EL (160) 473-4117 '.Emai('R11fiic{fen1@S·BC§f;,Ga(11ct J .,_ - www.PacificCoastLandConsu(tin3.net PACIFIC COAST LAND CONSULTING Engineering Geologic Services An analysis of ground water levels was performed as part of this work as one of the factors needed to cause liquefaction. The 2020 San Diego Earthquake Planning Scenario was used to determine groundwater depth. The most recent depth to groundwater on site is roughly 80 meters (262.5 feet) below the surface. Legend GW_d•plhtm1 1111 '(.., llll 1t1 ... .. Cl -:,.c;~ Figure 8 2020 San D iego Earthquake Planning Scenario Groundwater depth in meters for scenario earthquake, 2018 1525 Peyyer 'Tree P(ace, 'Faff6rook, C?\ 92028 12 'T!EL (160) 473-4117 !Emai( 'Ri1kieffrn1@.S•BC01;,Ga( net J ~ - www.PacificCoastLa11lC011sufrintJ.net PACIFIC COAST LAN ·o co:Nsu··LTING Engineering Geologic Services 2.3 Liquefaction Analysis Liquefaction occurs when loose, water-saturated sediments lose strength and fail during strong ground shaking. Liquefaction Is defined as the transforrnation of granular material from a solid state into a liquefied state as a consequence of increased pore-water pressure. The process of zoning for liquefaction combines Quaternary geologic mapping. historical ground-water Information and subsurface geotechnical data. Required Investigation boundaries are based on the presence of shallow historic groundwater(< 40 feet depth) In uncompacted sands and silts deposited during the last 15,000 years and sufficiently strong levels of earthquake shaking expected during the next 50 years, Figure 9 California Department of Conservation Seismic Hazards Mapping Act excerpt indicates that liquefaction occurs at zones of 40 feet or above. The 2009 County of San Diego Liquefaction Hazard Mitigation Planning Map and the San Diego Earthquake Planning Scenario Magnitude 6.9 on the Rose Canyon Fault Zone were used in this study. They place the potential liquefaction zones in the areas surrounding the creeks, rivers, lagoons, and estuaries. The areas at the top of the mesas are considered to have none to minimal liquefaction. The soils that are prone to liquefaction are typically fine-grained sands that are loose and full y saturated. The onsite material here are very hard clayey sandy silt and, according to the County of San Diego Liquefaction Hazard Mitigation Planning Map, possess a generally low susceptibility to liquefaction. Other factors such as groundwater elevation are important in this analysis as well. 1525 Peyyer 'Tree P(ace, 'Fa((6rook, C'.A 92028 'T'.EL (760) 473-4117 '.Emai( %1~jejferyc.vS•BC<gli,6a(net WWW, PacificCoastLanaConsufrin3. net 13 PACIFIC COAST LAN ·o CON SULTING Engineering Geologic Services Earthquake Faults: --Fault Liquefaction Layers l ~ ' ~X·%?-~ Liquefaction Layers )-<,~ ,,. Peak Ground Acceleration (2% In 50 yrs) • • 0. 18 . 0.5 (Low Liquefaction R,1.k) 0.51 -1.60 (High Liquefaction Riek) v _,Jl Base Layers • • ~ D Incorporated CHy Boundary /'../Freewar-i lf"!INn;lf! /'' ✓' Major Reeds 0 1!l ---c:::=====------Mies 3.15 7./:J Figure 10 2009 County of San Diego Liquefaction Hazard Mitigation Planning Map Both the San Diego Earthquake Planning Scenario Magnitude 6.9 on the Rose Canyon Fault Zone and the 2009 County of San Diego Liquefaction Hazard Mitigation Planning Map indicate the site is in a low to nil liquefaction zone. These maps relied on research from the Califo rnia Geological Survey and a general water table depth of 50 feet. The current groundwater level is roughly 262.5 feet below the surface. It is not likely that these groundwater levels will be reached again. Additionally, the site is underlain by bedrock deposits. Based on this and the site performance the chances of liquefaction occurring at this site is considered nil. Perched groundwater, due to the recent rains was encountered at 24" below the surface within the fill of the lot. 1525 Pe_pyer 'Tree P(ace, 'Faff6rook, C1l 92028 14 'T~L (160) 4 73-4117 ~mai( 'R11kieffm1@S•BC§l(16a( net J .>7 ~j www.PacificCoastLandConsufrirrg.net PACI FIC C OAST LAND CONS ULT ING Engineering Geologic Services 2.4 Historical Earthquakes and Liquefaction Onsite It is well known that 18 major earthquakes have impacted the San Diego North County area in the last 100 years, 13 of which occurred in the last 50 years. Date Magnitude latitude longitude location/Deaths/Injuries/Damages 2019, Jul 5 7.1 35.77 -117.6 Ridgecrest; 1 dead; preliminary estimate of economic losses $1 billion to $5 billion. 2019, Jul 4 6.4 35.71 -117.51 Ridgecrest foreshock 2010, Apr. 4 7.2 32.26 -115.29 Calexico; 4 dead; 200+ injured; $1.15B damages 2008, Jul. 29 5.4 33.96 -117.77 Chino Hills; 8 injures; limited damage 1999, Oct 16 7.1 34.6 -116.27 Hector Mine; 0 dead; 4-5 injured; limited damage 1994, Jan. 17 6.7 34.21 -118.54 Northridge 57 dead; 9,000+ injured; $40B damages 1992, Jun 28 7.3 34.22 -116.43 Landers; 3 dead; 400+ inj ured; $92M damages 1992, Jun 28 6.5 34.2 -116.83 Big Bear; no deaths; 63 injured; $60+M damages 1992,Apr22 6.1 33.96 -116.32 Desert Hot Springs; Landers foreshock 1991, Jun 28 5.8 34.26 -118 Sierra Madre; 2 dead; 100+ injured; $34-40M damage 1987, Oct. 1 6.1 34.07 -188.08 Whittier; 8 dead; 200 injured; $213-358M damages 1987, Nov. 24 6.6 33.02 -115.86 Superstition Hills; 2 dead; 94 injured; $3M damages 1987, Nov. 23 6.2 33.09 -115.8 Superstition Hills foreshock 1986, Jul 13 5.4 32.97 -117.87 Oceanside; 1 dead; 29 injured; $1M damages 1986, Jul 8 6 33.999 -116.61 Pal m Springs; 29-40 injured; $4.5-6M damages 1979, Oct. 15 6.6 32.67 -115.36 Imperial Valley; no deaths; 91 injured; $30M damages 1971, Feb.9 6.6 34.41 -118.40 San Fernando; 65 dead; 2,000+ injured; $505+M 1525 Peyyer 'Tree P(ace, 'Fa((6roo~, C'A. 92028 'Tf:L (760) 473-4117 £mai('R11heffiry@S•BC(ali16a(11et .I ~ - WWW. Pacifi cCoastLana Consufrine, net 15 PACIFIC COAST LAN :D CONSULTING Engineering Geologic Services 1968, Apr. 8 6.5 33.18 -116.1 Borrego Mountain; triggered rockslides; no major damages 1940, May 18 6.9 32.84 -115.38 El Centro; 9 dead; 20 injured; $6M damages 1934, Dec 30 6.5 32.2 -115.5 El Centro: no damages reported 1933, Mar. 11 6.4 33.62 -117.97 Long Beach; 115 dead; 500+ injured; $40M damages Ground shaking on site from the 2010 Borrego Springs Area earthquake showed an acceleration reaching more than l % as seen below based on the data from the Oceanside B -Fire Station station. This station is located 82. l km form the epicenter and about the same distance from the site. (source CESMD). 133:33: OceansideB Agency: California Strong Motion Instrumentation Program Lat: 33.2010 Lon: -117.3310 Distance: 82.l km from epicenter Station Comp Max \'el (cm/s) Max Ace (°'og) PSA: 0.3 sec (%g) l.0 sec (%g) 3.0 sec (%g) HNE 0.9750 1.2.594 2.6324 1.5561 0.1 753 ~z 0.4530 0.8.570 1.9060 0.6288 0.0476 I-Il\'N l.2200 l.4322 3.1689 1.2796 0.1816 Figure 11 Seismic station information from the closest station to the 5.4M Borrego Springs Area Earthquake of July 7, 2010. The site has not experienced liquefaction through 11 major earthquakes. This is because the site soil is likely predominantly clayey sandy silt in nature and not prone to liquefaction and because the groundwater is at significantly deeper level than needed to cause liquefaction at the surface. 1525 Pq,yer 'Tree P(ace, 'Fa((6roo~. C'A 92028 16 'T:EL (160) 473-4117 :Imai( 'R11 f!e(feryC·ilS•RC(jl;~r;a(net ✓.>. ¥ -www.PacificCoastLanaConsufring.net I: 1, PACIFIC COAST LAN :D co·NSULTING Engineering Geologic Services 2.4 Faulting and Seismicity A risk common to all areas of southern California that should not be overlooked is the potential for damage resulting from seismic events (earthquakes). The site is located within a seismically active area, as is all of southern California. Although we are not aware of any active or potentially active faults on or within the immediate vicinity of the site, earthquakes generated on large regional faults such as the San Andreas, etc., could affect this site. Jn addition to this, other faults such as the Newport-Inglewood-Rose Canyon fault zone is considered active with displacement within the last 11 ,700 years Holocene. The closest known active fault to the site is an unnamed section of the Newport-Inglewood-Rose Canyon fault zone which is about 4 miles from the site (CGS). l\~ y I\ ' / I / / I I ❖ '-.: \ 1 \ I 0 ~.)M◄(te C ~ ... \'-~" 1:f,t.;;t ~1',.)h,. Figure 12 A portion of the fault activity map 2015 form the CGS 1525 Peyyer Tree P(ace, 'Fa((6roof, C?l 92028 'T':EL (760) 473-4117 :Emai( 'R11 h°effrrv@S·BC§(06a( net :.:,;,7 - WWW. PacificCoastLanaConsufri n3. net Jl,v-<;\ ntk•t 1~ • 17 PACIFIC COAST LAND CONSULTING Engineering Geologic Services 3.3 On-site Investigation A test pit was excavated on site to expose the subsurface conditions. Site soils were examined to determine the classification of the soil. Soils exposed on site in open excavation consisted of silty clays and clayey silts. The soils are fills consisting of clayey and sandy silts derived from the Santiago formation. These soi ls were moist on the surface and wet with depth in place. The soils were loose at the surface and became denser with depth. The soils consisted mainly of clayey silts and sandy silts. The location of the test pit on this lot is shown on figure 3 Test Pit N umber TP-1 2779 Southampton Road, Carlsbad, CA 920 l 0 March 3 1, 2023 Depth (in.) 0 -2 Log of Test Pit Description DG: brown sand, moist, very loose gravel, grey, loose 2-3 3 -28 Clayey sandy silt, firm to very hard, moist, light olive grey, Bulk sample@ 12"-24" @ 24" water seeping Total Depth: 2 ft 4 in Footing Depth: 22 inches Perched Groundwater Depth: 24 inches No Caving Laboratory Test Results 2779 South Hampton -------------El at 20" Low 44 Maximum dry density and OMC-------112pcf@l4% OMC 1525 Peyyer 'Tree P(ace, 'Fa((6rook, C?l 92028 'T'.EL (760) 473-4117 '.Emai('R11kieft_en1@S·BC(it;,(,a(net .Y _,7 - ·www. 'Pac ificCoastLandCons ufring. net 18 PACIFIC COAST LAND CONSULTING Engineering Geologic Services Figure 13 test pit locotion mop 1525 Ppyer 'Tree P(ace, 'Fa((6rook, C'A 92028 19 rf~L (160) 473-4117 ~mai( 'R11fiieffrn1@S·BC§l~1Ga(1iet JJ7 - WWW. PacificCoastLandConsuCtine, net PACIFIC C O AST LAND CONSULT ING Engineering Geologic Services 3.0 CONCLUSIONS The site ca11 be safely developed as plam,ed. The possibility of lique(actio11 occurring is considered nil. ❖ The home is in no danger of collapse even during a se vere earthquake. ❖ The soils that this home is built on are low to moderately expansive. ❖ Shallow conventional foundations and slab on grade may be used in the construction of the new home. ❖ Expansive soils are continuously active in response to moisture changes. Keeping a uniform regime of watering is important in limiting the natural fluctuations of expansive soils. This means that the homeowner should be careful not to over water and conversely not to let the soils dry out. ❖ Bare areas of the slope could be subject w erosion and small surflcialfai/ures during rainfall events or because of an accident such as a broken water line. ❖ It should also be noted that southern California is a seismically active area. Consequently, there is a strong likely hood of sign[ficant ground shaking due to an earthquake on one of many active f aults within the region 4.0 RECOMMENDATIONS The site may be safely developed provided that the recommendations as presented herein are followed. Realizing this expectation will require adherence to good construction practice, agency and code requirements, the recommendations in this report, and possible addendum recommendations made after the plan review and at the time of construction. This report and these recommendations should be incorporated into the plans as part of the building specifications. 1525 Peyyer 'Tree Pfoce, 'Fa((6rook, C?\ 92028 20 'T'.EL (160) 473-4117 '.Emai( 'R11kief{-en1@S·RC§lr(,alnet J --~ • www.PacificCoastLa1u{Consuftin3.net PACIFIC COAST LAND CONSULTING Engineering Geologic Services 4.1 Seismic Design Considerations The site, like most of southern California, will be subject to strong ground shaking during major earthquake. The active fault closest to the site is the Chula Vista fault. The seismic design parameters are presented in the appendix of this report. 4.2 Liquefaction Potential Liquefaction is a sudden loss of strength of saturated, cohesion less soil caused by cyclic loading (e.g., earthquake shaking). Generally, liquefaction occurs in predominantly poorly consolidated granular soils where the groundwater depth is less than 40 feet. Due to the presence of dense formation al material and the absence of shallow groundwater conditions, the potential for liquefaction at the site is considered nil. 4.3 Shallow Conventional Foundations Foundation support for the proposed structure should be derived by utilizing a conventional, interconnected shallow foundation system embedded in the properly the existing compacted fill or naturally occurring deposits, as determined by the engineering geologist. Allowable design parameters for foundations are as follows: ❖ Minimum depth for interior and exterior footing ------------------------------------------2 feet (measured from lowest adjacent grade) ❖ Minimum footing width---------------------------------------------------------------------1.5 feet ❖ Allowable bearing capacity (pounds per square foot), (FS 2: 3) o Sustained I oads---------------------------------------------------------------------2, 000 psf o Transient loads(½ all owable increase for wind and seismic) --------------2,600 psf ❖ Resistance to lateral loads o Passive soil resistance (pounds per cubic foot) ---------------------------------150 pcf 1525 Pepyer 'Tree P(ace, 'Faff6rook, C'A 92028 21 'T'EL (160) 4 73-4117 'Emai( 'Rn heffen1G"S'BC§{;,(?at:tiet .> ..17 ~· www.PacificCoastLandCo1isufri1ltJ,net PACIFIC COAST LAN ·o CONSULTING Engineering Geologic Services o Coefficient of sliding friction---------------------------------------------------------0 .25 The lateral resistance for footings may be calculated using the minimum of 50 percent of passive resistance plus 50 percent of base friction, l 00 percent passive resistance only or l 00 percent base friction only. The upper one foot of passive resistance should be neglected where the soil is not confined by the slabs or pavement. 4.4 Slab-On-Grade It is recommended that a minimum of 5-inch thick slab reinforced with No. 4 bars located at 12 inches on center, both ways, be constructed. Slabs should be underlain by a minimum of 2-inch thick layer of clean sand, a 15-mil moisture barrier and 2 inches of free draining, clean sand such that the moisture barrier is sandwiched between the layers of sand. The vapor barrier should comply with the requirements of ASTM E l 745 (class "A") and should be installed in accordance with ASTM E 1643. To protect the vapor barrier from punctures during placement, it can be sandwiched between two layers of 2-inch thick, clean sand. However, the current ACI suggestion is to place concrete directly over the vapor membrane depending upon the planned floor coverings. The project architect shall make the final decision with regard to this issue. It is strongly recommended that the project architect review the ACI requirements presented in ACI 302.IR-04 (Guide for Correct Floor and Slab constructions). The vapor barrier should be at least 10-mil thick and should be sealed at all splices, around the plumbing, and at the perimeter of slab areas. Every effort should be made to provide a continuous barrier and care should be taken not to puncture the membrane. 4.5 Import Fill and Select Backfill Material 1525 Peyyer 'Tree P(ace, 'Faff6roof, C'A 92028 'T'EL (760) 473-4117 'Emai( 'Ri1~je_ffer_lf@S•BC~t(,fia(net www. PacificCoastLa1 u{Consufring. net 22 PACIFIC COAST LAND co:NSULT ING Engineering Geologic Services If import material is required, then it should be free of perishable material and should meet the following criteria: a. Maximum particle size b. Maximum Liquid Limit (LL) c. Maximum Plasticity Index (Pl) d. Maximum percentage passing No. 200 sieve l inch 5% 0% 30% 4.6 Foundation Abutment Where new foundations are planned against existing foundation the fo llowing detail should be used. FOUNDATION AeUTMENi DETAIL New slob ond tc.indatiori wtffl .sreel nt1!lfcrcing PC'" rcpc--r 36 inch deep os opproved by tlie erigincserlng gtiofglst l:xill!ti<1g f:;.~ ... daricn with ;,c,e:l:>'e / 1 free /looting lritei-ior 5Jcb Steel rebar { :i.4) doweled #trough exis.ffl!g !llab Jf "'he !110!; i& free floctlng New fcurtdatian should exter.d under tt-c cxlsnng fou<1dOT<On where The OCC\.lrr"& Figure 14 footing abutment design concept, changes may be made depending upon field condit ions and structural engineering input. 1525 Pepyer 'Tree P(ace, 'Faff6rook, C'fl 92028 'TXL (160) 4 73-4117 Xmai( 'R11~jef.f:er:,1@S•BC§lr6a(nct WWW. Pac ificCoastLa11aConsufrin3. net 23 PACJFIC COAST LAND CONSULTING Engineering Geologic Services 4.7 Exterior Flatwork It is recommended that a minimum 4-inch slab reinforced with No. 4 bars located at 18 inches on center, both ways, be constructed. In order to manage shrinkage cracks in exterior walkways and patios it is suggested that at the exterior edges of the tlatwork, a thickened edge is used. The thickened edges should be a minimum of 8 inches deep and 6 inches wide and reinforced with two #4 bars at top and bottom. A layer of free-draining, clean-crushed rock or sand, at least 2 inches thick, should be placed beneath the slab. Movement of the slabs adj acent to the structures can be mitigated by doweling slabs to the perimeter footings. As an option to doweling, an architectural separation could be provided between the main structure and the abutting appurtenant improvements. 4.8 Concrete Based on our understanding of the site geology and our experience with the similar projects in the immediate vicinity, we recommend that the concrete to be utilized at the site be designed for high levels of sulfates. The concrete should utilize Type V Cement with maximum 0.45 water/cement ratio in accordance with California Building Code (CBC) Standards 1904.3. J. Concrete mix design, materials, pl acement, curing, and finishing should be in conformance w ith the standard specifications for public works construction "Green book", and American Concrete Institute (ACI) specifications. The contractor is referred to the latest edition of the ACI publication "Guide for Concrete Floor and Slab Construction, ACT302". The onsite soils/ bedrock could be classified as highly corrosive to buried metal pipes. We recommend that a corrosion specialist be consulted. This is beyond the scope of work for this project. 1525 Peyyer 'Tree P(ace, 'Faff6roo,, C1\ 92028 'T'EL (160) 473-4117 'Emai( 'R11/iie(f-en1La:is•BCG[;,{ia(,1et y --- www.PacificCoastLanaC/lllSUfring.11et 24 PACI:FIC COAST LAND CONSULTING Engineering 6eologic Services 4.9 Floor Coverings Since the site was constructed in the 60's and the reinforcement, slab thickness and moisture proofing are unknown we recommend that the more rigid floor coverings be avoided if possible. This would include such items as fragile tile or marble. The architect should design a suitable floor system that addresses potential for floor movement and the moisture infiltration . Prior to placement of the moisture sensitive floor coverings, such as vinyl, wood, and wood laminates, the floor areas should be tested for vapor emissions. Testing in conformance with ASTM F 1869 is advised. The testing should reveal al I values less than 3 pounds per 1,000 square feet per day prior to the placement of the floor coverings. It would also be advisable to wait for similar results prior to the placement of the wood cabinet bases on the concrete floor. Where brittle floor coverings, such as tile or stone are planned, it must be recognized that minor cracking of the materials could occur. To mitigate the risk of slab cracking reflecting into the brittle surface, a good quality, bond breaking, slip-sheet should be specified and properly installed prior to the placement of the brittle floor elements. As an alternative, more flexible floor coverings such as wood or carpet may be selected. 4.10 Drainage The site should be drained to provide for position drainage away from structures and away from slopes in conformance with the applicable building codes and local requirements. Drainage should be directed away from structures and away from slopes via non-erodible conduits to suitable disposal areas. Five percent drainage is recommended directly away from the structures. At least two percent minimum is recommended for drainage over soil areas. In pipes 1525 Pepy er 'Tree PCace, 'Faff6rook, C?l 9 2028 'TXL (160) 4 73-4117 Xrriai( 'R11~ief.{e~JC-YS0BC§t;,(,a(nct WWW. Pacifi cCoastLand'Consu(titta,net 25 PACIFIC COAST LAND CONSULTING Engineering Geologic Services or paved swales, one percent should be adopted as the minimum. All enclosed planters should be provided with a suitably located drain or drains and/or flooding protection in the form of weep holes or similar. The Project Civil Engineer is responsible for design of the site drainage. 4.11 Utility Trenches All excavations should comply with appropriate safety standards outlined in this report as well as current OSHA regulations. Utility pipes should be placed on the bottom of a neatly cut trench on a layer of bedding material in accordance with the manufacture's recommendation. The bedding material shall satisfy the requirements of standard specifications for public work construction (SSPWC, "Greenbook"), Section 306-1.2.1. Utility trench backfill should be compacted to at least 90 percent relative compaction as determined by the ASTM D-1557 test method. The upper 12 inches below pavements and slabs should be compacted to at least 90 percent relative compaction. Compaction should be accomplished by mechanical means. Jetting should not be allowed for compaction purposes. ln areas, where mechanical compaction of trench backfill is impractical due to space constraints; or the utility trench intercepts the perimeter foundation, it is recommended that sand-cement slurry be utilized as backfill material. Utility trenches that parallel structures, pavement, or flatwork should be planned so that they do not extend below a plane with a downward slope of (1.5: I H:V) from the bottom edge of footings, pavement, or flatwork. Temporary shoring to protect footing, pavement, flatwork, or utility support is recommended unless localized settlements on the order of l percent of the trench depth can be tolerated. 4.12 Project Safety The Contractor is the party responsible for providing safe site. The Geotechnical consultant will not direct the Contractor's operations and will not be responsible for the personnel safety other 1525 Peyyer 'Tree Pfoce, 'Faff6roole, C'tl 92028 'T'~L (160) 473-4117 ~mai['Ri1fjejf:er_vc.vS'BC§t:,Ga(net www. 'Pacifi cCoastLancf Consuftin3. net 26 PACIFIC COAS1-j LAN ·o CONSULTING Engineering Geologic Services than the Consultant's representatives at the site. The Contractor is responsible to notify the project owner should he be aware and/or anticipate any unsafe conditions. 5.0 PLAN REVIEW, CONSTRUCTION OBSERVATION, and TESTING Pacific Coast Land Consulting should be retained to review the grading and foundation plans and specifications for conformance with the intent of our recommendations. The review will enable us to modify the recommendations if final design conditions are different than presently understood. During construction, Pacific Coast Land Consulting should be retained to consult on geotechnical questions, construction problems, and unanticipated conditions. We should provide field observation to check that the site preparation, foundation installation, and grading conforms to the intent of these recommendations and to the project plans and specifications. This would allow us to develop supplemental recommendations as appropriate for the actual soil conditions encountered and the specific construction techniques used by the contractor. The recommendations presented in the preceding sections need to be checked based on the actual field conditions. The sections below provide recommendations for the continuation of the design process through construction. ► Observation and review of foundation excavations ► Observation and review of steel placement. ► Issuing Notices of Compliance prior to placement of fo undation concrete. ► At any time, the city requires any inspection. 1525 Peyyer 'Tree P(ace, 'Faff6rook, C'A 92028 'TXL (760) 4 73-4117 Xmai( 'R11kJe.ffer_y(f!S•BC(jt;,6a( net www.PacificCoastLandConsu(tiria,net 27 PACIFIC COAST LAND CONSULTING Engineering Geologic Services In accordance with CBC Chapter 17, Section 1704A, Pacific Coast Land Consulting cannot assume responsibility or liability for the adequacy of recommendations if we do not observe construction. The parties that do provide geotechnical services during construction should be prepared to accept transfer of responsibility under CBC 1704A and deliver required submittals during and after construction assuming all responsibility and liability. 6.0 LIMITATIONS This report has been prepared for this project in accordance with generally accepted geotechnical engineering practices common to the local area. No other warranty, expressed or implied, is made as to the conclusions and recommendations included in this report. The analyses and recommendations presented in this report are based on the literature review, field investigation and laboratory testing conducted in the area as well as on our experience and judgment. The results of the field investigation indicate surface conditions only at the specific locations and times of our investigation, and only to the depths explored. They do not necessarily reflect strata variation that may exists between such locations. The recommendations and other information presented in this report are based on assumption that subsurface conditions do not vary appreciably between and adjacent to our observation points. Observations during construction can help to confirm such assumptions. If different conditions are encountered during construction, recommendations presented in this report will be re- evaluated and modified as necessary. 1525 Pey_per 'Tree Pfoce, 'Fa((6roof, C'A 9202 8 'T1:L (760) 4 73-4117 1:mai('R11kie(frn1~1S·BC{,Jfoha(net .> J7 ¥ WWW. PacificCoastLandConsufrine. net 28 PACIFIC COAST LAND CONSULTING Engineering Geologic Services Pacific Coast Land Consulting should be retained to provide construction services for the project in order to help confirm the validity of our assumptions and recommendations and to modify them if it becomes necessary. In accordance with CBC Chapter 17, Section 1704A, Pacific Coast Land Consulting cannot assume responsibility or liability for the adequacy of recommendations if we do not provide construction services. This report has been prepared for the exclusive use and benefit of our client. The intent of the report is to advise our client on geotechnical issues involved in the proposed construction project. It should be understood, that the geotechnical conclusions and recommendations presented as well as contents of this report are not perfect. Any errors and/or omissions should be reported to us in a timely fashion. 7.0 CLOSURE The photographs taken while on site are available by separate email to the client if desired. This investigation and report were performed with a limited scope. Additional work could be done which could range from additional research of soils reports to additional subsurface investigation. This information could change and/or add verification to the opinions expressed herein. If there are specific questions about the possibility of additional work, please contact the author to discuss these concerns and decide on a course of action. Simple age of a home is no guarantee against future instability. Observations that were made are considered sufficient to identify the process active on site. There may be some items that were not observed or were obscured due to floor or wall coverings. 1525 'Peyyer 'T'ree 'P(ace, 'Fa((6roof, C'A 92028 rf'.EL (760) 473-4117 '.Emai( 'R11fijefjer_y@S'BC(jft16a(net www. PacificCoastLarulConsu[ti 11t3. net 29 PACIFIC COAST LAND CONSULTING Engineering Geologic Services The results of this investigation are based on visual observations and geologic evaluation of the exposed rocks, soil, site conditions and regional maps. If evidence of past problems in the house were artfully concealed, then it would be very difficult to assess the true condition of the house. Subsurface investigation, destructive testing, research into the soils reports regarding the development, and a floor level survey were not part of the scope of services for this study, nor were these authorized. However, these efforts could result in additional important information. If it is desired to evaluate the property in more detail, then these options should be considered. Other professionals could arrive at different opinions. Geology and soil make up are characterized by variable conditions both vertically and horizontally. Subsurface excavations could encounter different conditions than represented on the surface and by soils reports and geologic maps. This investigation has been conducted in a manner consistent with other professionals practicing in this area at this time. 1525 Peyyer 'Tree P(ace, 'Fa((6rnof, C'A 92028 'TXL (760) 473-4117 Xmai(%1k(ejferyGl'S•BCGlr6a(net ;,.,7 ., .. WWW. Pacifi cCoastianaConsufrin3.net 30 PACIFIC COAST LAND CONSULTING Engineering Geologic Services Appendices 1525 Pepyer 'Tree P(ace, 'Fa((broof, C?\ 92028 31 'T'EL (160) 473-4117 'Emai( 'R11f1eff_en1(.vS•RC(i~,(,a(11et _, 57 _., www.PacificCoastLa11aCo11si1frin3.11et Test Pit Number TP-1 2779 Southampton Road, Carlsbad, CA 92010 March 31, 2023 Depth (in.) 0-2 2-3 3-28 Log of Test Pit Description DG: brown sand, moist, very loose gravel, grey, loose Clayey sandy silt, firm to very hard, moist, light olive grey, Bulk sample @ 12" -24" @ 24" water seeping Total Depth: 2 ft 4 in Footing Depth: 22 inches Perched Groundwater Depth: 24 inches No Caving Figure 1 Test Pit Location MAXIMUM DENSITY TEST (ASTM 1557) Project: 2779 Southampton Road Location: Garlsbad Ca 92010 Descri ton: Li ht Olive Sand Silt Some Cla Pro·ect No: Technician: H. Mahdavi Sieve Size in : 4 Mold Size in : 4 No. of La ers: 5 Test Point Numbers: Units Wt. wet soil + mold Wt. wet soil + mold lbs Wt. of mold lbs Wt. wet of soil lbs Wet densit D densit cf Moisture Determination (Oven: Container number Wt. wet of soil+tare D wt. soil+tare Tare wt. Wt of moisture D wt. of soil Moisture Content % 140.0 135.0 130.0 c-CJ 125.0 0. - >-.... 120.0 "iii C: G) 115.0 i--t IT+==_t C ~ C 110.0 105.0 ~ . ':-:t_~ = _. -+---,,+---' I 3732.4 8.22 4.05 4.17 123.41 109.93 11 32 1.5 287.3 8.4 34.20 278.90 12.26 -I---+- 5.0 10.0 4/2/23 % Ret. None ASTM 1557 Method A 2 3 4 3788.2 3798.6 3777.5 8.34 8.37 8.32 4.05 4.05 4.05 4.29 4.32 4.27 127.04 127.72 126.35 111. 82 11 1.64 109.56 25 41 7 253.6 274.2 256.3 224.2 240.7 223.4 8.3 8.2 8.7 29.40 33.50 32.90 215.90 232.50 214.70 13.62 14.41 15.32 Max Density Zero Air Voids Curves 15.0 Moisture % 20.0 Excavation : De th : 25.0 30.0 Maximum Densit 112.0 0 timum Moisture 14.0 % ~~CEM LAB EXPANSION INDEX TEST (ASTM 4829) ' J -~ Proiect Name: 2779 Southamoton Road Borin2 Location: Garlsbadv CA. 992010 Deoth Description Sandy Silt Some Clav Date: 4/2/23 Technician: H-M SAMPLE PREPARATION PARAMETER FORMULA UNITS DATA Rinf! Volume A cf 0.007267 Soecific Surcharge psf 144 2-lb Sample Moist B % 12.5 Wt. Ring C g 193.6 Wt. Ring+ Wet Soil D !! 563.9 Wt. Wet Soil E = D -C g 370.3 Orv Density F ocf 99.77 Initial Saturation G = (Ax 2. 7 x E) / (2. 7 x 62.4 -E) % 49.0 FINAL SAMPLE INFORMATION Wt. Ring + Tare+ Wet Soil H g 708.9 Wt. Ring + Tare + Drv Soil l g 624.6 Tare J no. 29 Wt. Tare K g 99.4 Wt. Moisture Loss L = H -1 !! 84.3 Wt. DJY Soil M =I -C -K g 331.6 Final Moisture Content N = 100 x (L I M) % 25.4 Final Saturation 0 = (N X 2. 7 X F) / (2. 7 X 62.4 -F) % 99.66 Rimr Volume After Test P = (R -S + I) x 0.08749 / 12 cf 0.00761 TEST INFORMATION PROPOSED READINGS FORMULA DATE TIME UNITS LOAD APPLIED 0 minute 0 4/2/23 11.40 AM 0.5391 IO minute R 4/2/23 11 .50AM 0.5385 11 minute WATER ADDED s 4/3/23 1.1 0 PM 0.5822 EXPANSION INDEX EI = 1000 x (S -R) 44 LOW 4/20/23, 4:20 PM U.S. Seismic Design Maps Okamura 2779 Southampton Rd, Carlsbad, CA 92010, USA latitude, longitude: 33.1603188, -11 7.309194 Sutter St Tiburon Ave Go gle Date Design Code Reference Document Risk Category 4/20/2023, 4:20:10 PM ASCE7-16 II Site Class Type Ss S1 SMS SM1 Sos So1 Type soc Fa F. PGA FPGA PGAM TL SsRT SsUH SsD S1RT S1UH S1D PGAd PGAuH Value 0.986 0.36 1.183 0.541 0.789 0.36 Value D 1.2 1.5 0.43 1.2 0.516 8 0.986 1.095 1.5 0.36 0.396 0.6 0.5 0.43 Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) C -Very Dense Soil and Soft Rock Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. ( 1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration https://www.seismicmaps.org OSHPD The Bluffs Temporarily closed " Map data ©2023 1/3 .. 4/20/23, 4:20 PM Type Value CRs 0.9 CR1 0.911 Cv 1.096 Description Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Vertical coefficient https:/lwww.seismicmaps.org U.S. Seismic Design Maps 2/3 ' 4120123, 4:20 PM U.S. Seismic Design Maps .. DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. https:l/www.seismicmaps.org 3/3 Ccityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Add )b;I) Permit#: CBR2023-0474 Project Address: 2779 SOUTHAMPTON RD Assessor's Parcel#: .;;;2.;;..08;;.;1;:..4c.::0..;;;1;;..90;;.;0;__ ____________ _ Project Applicant: TRUST OKAMURA FAMILY TRUST 06-26-89 (Owner Name) Residential Square Feet: td\ L\ Sil. r-+-- New/Additions: -----------~..,,__t"::.......:.... \ ____ _ Second Dwellini:i Unit: ----~1')~&1-4'-+----------- Commercial Square Feet: '\.. ,,, New/Additions: -------~~+-------------.! City Certification:City of Carlsbad Building Division Date: 07/10/2023 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that ( 1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1 166 D San Dlegulto Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) D 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. SiQnature of Authorized School District Official: ·\JA . b,~r:v::>-"---~ L<:::...' b\A-'Y'-.'1}-.Q\V°"l"'«.LAJ Title: -s '-1._ ~ Q _v: i clR-~iRE5's'dtiooL DISTRICT Date: Name of School D1stnct: 622S EL CAMINO REAL Phone: f't. {Q {; 'L -L(,) -9--3 3 '3 J -u0>aCJ COMMUNITY DEVELOP~SBiQ;iQAiQ2Bn9sion 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f Ibuilding@carlsbadca.govIwww.carlsbadca.gov OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID# _______________ ....:... __ PLAN CHECK# _________________ _ BP DATE Maili Proje Cv The following questions represent the facility's activities, NOT e specific project escriptlon. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego}: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 4. Flammable Solids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 8. Unstable Reactives 12. Radioactives 15. None ofThese. PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMD}: If the answer to any of the questions is yes, applicant must cont,;1ct the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Cali (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO • (for new construction or remodeling projects) 1. 2. 3. 4. 5. 6. 7. 8. D ~ Is your business listed on the reverse side of this form? (check all that apply). 8 ~ Will your business dispose of Hazardous Substances or Medical Waste in any amount? □ □ □ □ □ J;4' Will your business Sl<?re or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? ~ Will your business store or handle carcinogens/reproductive toxins in any quantity? ~ Will your business use an existing or install an underground storage tank? R Will your business store or handle Regulated Substances (CalARP)? 'a-' Will your business use or install a Hazardous Waste Tank System (Title 22, Article 1 0)? [SI} Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to _,/' or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CaiARP Exempt I Date . Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT APCD: The following questions are intended to identify the· majority of air pollution issues at the planning stage. Your project may require additiona measures not identified by these questions. Residences are typically exempt, except-single building with more than four dwelling units and those with more than one detached residential buildings on the property-e.g. granny flats [+Excludes garages & small outbuildings not used as dwelling units]. If yes is answered for the questions below please see link for further instructions: here or for more comprehensive requirements, please contact apcdcomp@sdapcd.org or call (858) 586-2650. YES NO 1 . ...:3-O Will the project disturb 100 square feet or more of existing building materials? If yes, submit an asbestos survey to apcdcomp@sdapcd.org. □ -Fv( Will any load supporting structural members be removed? If yes, submit an asbestos survey and demolition notification to 2. )"°\ apcdcomp@sdapcd.org at least 10 working days prior to starting the demolition of a load bearing structure. A notification is required even if no asbestos is present in the structure. • D 1'J.J (ANSWER ONLY IF QUESTION 1 IS Y.ES) Will 100 square feet or more of friable asbestos material be disturbed? If yes, submit a notification of asbestos 3• _"?\_removal to apcdcomp@sdapcd.org at least 10 working days prior to starting asbestos removal. 4 D ~ Will any equipment or operations be installed that may require an APCD Permit to Operate? Please see the reverse side of this form for typical equipment • .7'\'equiring an APCD permit If yes, contact APCD prior to the issuance of a building permit ss ·activities: Briefly describ Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _______________________________ _ BY· DATE· I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO• APCD COUNTY-HMO APCD COUNTY-HMO APCD .. *A stamp In this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permItllng requirements may still apply HM-9171 (01/22) County of San Diego -DEH -Hazardous Materials Division LIST OF BUSINESSES WHICH REQUIRE REVIEW AND APPROVAL FROM THE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISION Check all that apply: AUTOMOTIVE 0 Battery Manufacturing/Recycling 0 Boat Yard 0 Car Wash 0 Dealership Maintenance/Painting D Machine Shop D Painting 0 Radiator Shop D Rental Yard Equipment D Repair/Preventive Maintenance 0 Spray Booth D Transportation Services 0 Wrecking/Recycling CHEMICAL HANDLING D Agricultural supplier/distributor D Chemical Manufacturer D Chemical Supplier/Distributor 0 Coatings/Adhesive 0 Compressed Gas Supplier/Distributor D Dry Cleaning • 0 Fiberglass/Resin Application 0 Gas Station 0 Industrial Laundry D Laboratory D Laboratory Supplier/Distributor 0 Oil and Fuel Bulk Supply 0 Pesticide Operator/Distributor CHEMICAL HANDLING 0 Photographic Processing 0 Pool Supplies/Maintenance 0 Printing/Blue Printing 0 Road Coatings 0 Swimming Pool 0 Toxic Gas Handler 0 Toxic Gas Manufacturer METAL WORKING 0 Anodizing 0 Chemical Milling/Etching 0 Finish-Coating/Painting D Flame Spraying D Foundry D Machine Shop-Drilling/Lathes/Mills 0 Metal Plating 0 Metal Prepping/Chemical Coating D Precious Metal Recovery 0 Sand Blasting/Grinding D Steel Fabricator D Wrought Iron Manufacturing AEROSPACE D Aerospace Industry D Aircraft Maintenance 0 Aircraft Manufacturing MISCELLANEOUS 0 Asphalt Plant 0 Biotechnology/Research 0 Cannabis-related D Manufacturing D Dispensary D Other D Co-Generation Plant D Dental Clinic/Office D Dialysis Center 0 Emergency Generator D Frozen Food Processing Facility 0 Hazardous Waste Hauler • 0 Hospital/Convalescent Home 0 Laboratory/Biological Lab 0 Medical Clinic/Office D Nitrous Oxide (NO.) Control System 0 Pharmaceuticals 0 Public Utility 0 Refrigeration System 0 Rock Quarry D Ship Repair/Construction 0 Telecommunications Cell Site 0 Veterinary Clinic/Hospital D Wood/Furniture Manufacturing/Refinishing D Brewery/Winery/Distillery ELECTRONICS 0 Electronic Assembly/Sub-Assembly D Electronic Components Manufacturing 0 Printed Circuit Board Manufacturing NOTE: THE ABOVE LIST INCLUDES BUSINESSES, WHICH TYPICALLY USE, STORE, HANDLE, AND DISPOSE OF HAZARDOUS SUBSTANCES. ANY BUSINESS NOT INCLUDED ON THIS LIST, WHICH HANDLES, USES OR DISPOSES OF HAZARDOUS SUBSTANCES MAY STILL REQUIRE HAZARDOUS MATERIALS DIVISION (HMO) REVIEW OF BUSINESS PLANS. FOR MORE INFORMATION CALL (858) 505-6880. LIST OF AIR POLLUTION CONTROL DISTRICT PERMIT CATEGORIES Businesses, which include any of the following operations or equipment, will require clearance from the Air Pollution Control District. CHEMI CAL 47 -Organic Gas Sterilizers 32 -Acid Chemical Milling 33 -Can & Coil Manufacturing 44 -Evaporators, Dryers & Stills Processing Organic Materials 24 -Dry Chemical Mixing & Detergent Spray Towers 35 -Bulk Dry Chemicals Storage 55 -Chrome Electroplating Tanks COATINGS & ORGANIC SOLVENTS 27 -Coating & Painting 37 -Plasma Arc & Ceramic Deposition Spray Booths 38 -Paint, Stain & Ink Mfg 27 -Printing 27 -Polyester Resin/Fiberglass Operations METALS 18 -Metal Melting Devices 19 -Oil Quenching & Salt Baths 32 -Hot Dip Galvanizing 39 -Precious Metals Refining ORGANIC COMPOUND MARKETING (GASOLINE, ETC) 25 -Gasoline & Alcohol Bulk Plants & Terminals 25 -Intermediate Refuelers 26 -Gasoline & Alcohol Fuel Dispensing COMBUSTION 34 -Piston Internal -Combustion Engines 13 -Boilers & Heaters (1 million BTU/hr or larger) 14 -Incinerators & Crematories 15 -Bum Out Ovens 16 -Core Ovens 20-Gas Turbines, and Turbine Test Cells & Stands 48 -Landfill and/or Digester Gas Flares ELECTRONICS 29 -Automated Soldering 42 -Electronic Component Mfg .FOOD 12 -Fish Canneries 12 -Smoke Houses 50 -Coffee Roasters 35 -Bulk Flour & Powered Sugar Storage SOLVENT USE 28 -Vapor & Cold Degreasing 30 -Solvent & Extract Driers 31 -Dry Cleaning ROCK AND MINERAL 04 -Hot Asphalt Batch Plants 05 -Rock Drills 06 -Screening Operations 07 -Sand Rock & Aggregate Plants 08 -Concrete Batch, CTB, Concrete Mixers, Mixers· & Silos. 10 -Brick Manufacturing OTHER 01 -Abrasive Blasting Equipment 03 -Asphalt Roofing Kettles & Tankers 46 -Reverse Osmo_sis Membrane Mfg 51 -Aqueous Waste Neutralization 11 -Tire Buffers 17 -Brake Debonders 23 -Bulk Grain & Dry Chemical Transfer & Storage 45 -Rubber Mixers 21 -Waste Disposal & Reclamation Units 36 -Grinding Booths & Rooms 40 -Asphalt Pavement Heaters 43 -Ceramic Slip Casting 41 -Perlite Processing 40 -Cooling Towers -Registration Only 91 -Fumigation Operations 56 -WWTP (1 million gal/day or larger) & Pump Station NOTE: OTHER EQUIPMENT NOT LISTED HERE THAT IS CAPABLE OF EMITTING AIR CONTAMINANTS MAY REQUIRE AN AIR POLLUTION CONTROL DISTRICT PERMIT. IF THERE ARE ANY QUESTIONS, CONTACT THE AIR POLLUTION CONTROL DISTRICT AT (858) 586-2600. HM-9171 (09/18) County of San Diego • DEH • Hazardous Materials Division STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. 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. 3. 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. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. 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. OWNER'S CERTIFICATE: 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 ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. PAvL_ fv\ w o Ot) (<.V OWNE~S)/OWNER'S AGENT ~{PRINT/ OI l 3;~201,j .W DA E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Slorm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C C C 0 ...... ...., 0 0 :;; C C ""Cl :;; :;; Cl 0 Q) ""Cl Q) ""Cl U) C (.) (.) C C Cl E C E C ...... 0 ::, ::, 0 '6 ·;:: a. 0 0 0 E ...... .... .... :;; .... Q) :::E ""Cl a, Cl .... Q) ...... ...... C ::, >, Cl C Q) .... C Q) c U) U) U) ~ ·;:: '-O" .... 0 C Cl a. Cl) ·;:: C .... Q) 0 Best Management Practice* .:0 C 0 "6 0 CD ·a -C a, .... (!) Q) w > C O) .... 0 Q) 0 Q) Q) 0 :;; ...... :c en 3: i= Q) 0 C (.) .... (.) ...., w C: E U) i ""Cl U) :::E C Q) C (BMP) Description ➔ en (.) Q) Cf) ·a U) Cl ID Cl CD 'c C Cl C ""Cl a, C D :::::, Cl) ...., Q) Cl) :5 ~ Q) Q) ...., 0 0 3: C I... 0 -c,W ""Cl >, o en Cc 0 Cl > ~ E :;; '-(.) C D 0 CD Cf)·-Cl D:;; Cl) .......... ~ 0 (.) Q) 0o Q) Q) X :::E D Cl D C Q) 0:: E 0 N en (.) Cl:;:i Cl) Q) C "6 Q) "6 1...-3: Q) Q) 0 Q) E ..!L. w ...... ::, .0 E~ = en = 3: .... ·-::0 u·c •-Cl ·;:: a. a. 0 Cl ""Cl ..C C Q) LL. I... Q) ::, :.a e ·-""Cl Q)...., c0 I... 0 ..!L. .... ""Cl 0 ..., 0 ...., __ a. '6 (.) Q) > Q) (.) ""Cl I......., .0 0 ...., u ·-I... 0 ·-0 Q) .... Q) u _..., 0 I... 0 0 ...., Cl) 0 C 0 0 0 Cl .Bo 00 ~~ ..., ..c Q) ..... 0 ...... 0 = C •-C Q) 0 0 I... 17> Q) ..c ..0 I... ~o ~ ..., .... 0 Cl)_ o...., 0 ..., a. 0 oo (!) 3: WO (/) Cf) (.) G: (!) Cf)> Cf) a. VJ C Cf) 0:: ;:::ct a.a a. >U :::E Cf) :::E Cf) Cf) (.) Cf) :::E CASQA Designation ➔ r--. CO · 0) r · I"") -st-I.() r--. co 0 N I"") r--. co N I"") -st-I.() 'T ~ (0 ~ ~ i I I I I I I I I I I I I I I I I I I I I I (.) (.) (.) (.) w w w w w w w w ~ ~ Cf) Cf) Cf) Cf) :::E ::!!: ::!!: :::E :::E Construction Activity w w w Li.J Cf) Cf) Cf) Cf) Cf) Cf) Cf) Cf) z z z z 3: 3: 3: 3: 3: Gradinq/Soil Disturbance Trenchina/Excavation Stockpilinq IX. Drillina /Borina Ix Concrete/Asphalt Sawcuttina X ~ 1-v Concrete Flatwork X X 'X Pavinq Con du it /Pipe Installation 'X X Stucco/Mortar Work X )( X I~ Waste Disposal " X I)< Staqinq/Lav Down Area )<. X Eauioment Maintenance u, •U· -~ )( X Hazardous Substance Use7Storaae ~ Dewaterinq Site Access Across Dirt 0th er (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 Stormwater 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) ...., U) 0 3:..., C a, Q) ::, E 0 Q) ~ Cl o0 NC oo :c :::E (0 .. I :::E 3: PROJECT INFORMATION Site Address: ~}1-C1 So.J--\hc:.V:ip!O"\ l<.oo.J Assessor's Parcel Number: ~05 · ll-\O • 15 -00 Emergency Contact: Name: P.Aut....... M -W O Ob rz.v(l--) 24 Hour Phone: C+6° J $ oq -5-+ o,1, Construction Threat t o Storm Water Quality (Check Box) 0 MEDIUM ¢ LOW Q) ...... en o ..... 3: C Q) w E ...... Q) e Cl (.) 0 cc oo U:::E co I :::E 3: )( )< Page 1 of 1 REV 11/17 Ccityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 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 (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document 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 GB 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. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: BP No.: .Q1-1-9 ~oun)Ar'-) PfoW e_aA~ Pc..J m-IA>ooD rUfh or= MlS~Ab) v+ 2oe-l'--1 D -lt;-oo Ptt1lA> D:ES: tGt I') Contact information of person completing this checklist (if different than above): Name: Company name/address: Applicant Signature: B-50 Contact Phone: Contact Email: PJ m' w ~ Date c// ']o /2-01,3 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 _______ _ ' ti' Relldanllal A high-rise residential building is 4 or more stories, including a Low-rise High-rise mJxed-use building in which at least 20% of its conditioned floor area is residential use D New construcllon 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B, 4A ~ Additions and alterations: D BPV < $60,000 N/A N/A All residential additions and alterations D BPV <!: $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are removed D BPV <!: $200,000 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed □ Norneidential D New construction 1 B, 2B, 3B, 4B and 5 D Alterations: D BPV <!: $200,000 or additions <!: 1,000 1B, 5 square feet D BPV <!: $1,000,000 1B,2B,5 Building alterations of<!: 75% existing gross floor area D <!: 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV <!: $200,000 . 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 O Residential addition or alteration :!!$60,000 building permit valuation. D N/A _________ _ Details of selection chosen below must be placed on the plans referencing CMC 18.30.190. D Exception: Home energy score~ 7 ( attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Ductsealing D Attic insulation □Cool roof □ Attic insulation )( 1978 and later Select one option: □ Lighting package D Water heating Package □ Between1978and1991 Select one option: D Ductsealing D Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package D Water heating package Updated 4/ I 6/2021 3 8. D Nonresidential* new construction or alterations~ $200,000 building pennit valuation, or additions~ 1,000squarefeet.See CMC 18.21.155and CALGreen Appendix AS D N/A AS.203.1.1 Choose one: D .1 Outdoor lighting D .2 Restaurant service water heating (CEC 140.5) D . 3 Warehouse dock seal doors. D .4 Daylight design PAFs D .5 Exhaust air heat recovery □ NI A AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A AS.211.1 ** D On-site renewable energy: D N/A AS.211.3,.. D Green power: (If offered by local utility provider, 50% minimum renewable sources) D N/A AS.212.1 D Elevators and escalators: (Project with more than one elevator or two escalators) D N/A AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) D N/A • Includes hotels/motels and high-rise residential buildings **Foralterations~$1,000,000BPVandaffecting> 75%existinggrossfloorarea,ORalterationslhatadd2,000squarefeetofnewroofaddition:comply withCMC 18.30.130 (section2B below) instead. 2. PhotovoHalc Systems t\\/ A A. D Residential new construction (for low.f'ise 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 PV offset option 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 calculation 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 D D D D B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~.000 square feet. Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-fise residential and hoteUmotel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: D If< 10,000s.f. Enter: 5 kWdc Min.System Size: D 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 TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heattng A O 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 thefollowing: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (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. 0 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. Updated 4/ 16/21 5 4. Electric Vehicle Charging A. 'rQt Residential New construction and major alterations* ~ase refer to CMC 18.21.140 when completing this section. )(One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception : D Multi-family residential· D Exception · Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total)\ Installed (50% of EVSE) l Other "Ready" I Other "Capable" I l I Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: ( 1 )foroneandtwo-familyclwellingsand townhouses with attached garages, alterations have a building permit valuation2:$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 2: $200,000, interior finishes 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) T Other "Ready" I Other "Capable" I T 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 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .1 Ox Total parking spaces proposed ( rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole 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 determinewhetheror nor your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses 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, 1 ()th Edition 13 11 4.5 3.5 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 calculations: Office: 20,450 sf 1. 20,450 sf / 1000 x 20 = 409 Employee AOT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf / 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should • my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __________________ _ Date: ______ _ Person other than Applicant to be contacted for TOM compliance (if applicable): Name(Printed): ___________________ _ Phone Number. _____ _ Email Address: ___________________ _ Updated 4/16/202 1 7 CCityof Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen}, current version. Use this form to summarize all applicable CAP measures for your project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS. 1. ENERGY EFFICIENCY APPLICABLE: □YES Complies with CMC 18.30.190 & 18.21.155 I 'el-0 Yes ~N/A Existing Structure, year built: --°'---- Prepared Energy Audit? O Yes O No Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOLTAIC SYSTEM APPLICABLE: DYES D No Complies with CMC section 18.30.130 and 2019 California Energy Code section 150.l(c}14 D Yes J8:I N/A Required Provided Size of PV system (kWdc): Sizing PV by load calculations O Yes ONo If by Load Calculations: Total calculated electrical load: 80% of load: O Yes ~ □Yes □No Hardship Requested Hardship Approved 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES □NO 4. Complies with CMC sections 18.30.150 and 18.30.170? Alternative Source: □ Electric o Passive Solar Hardship Requested Hardship Approved D Yes [g'JN/A 0 Yes □Yes □No □No ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: DYES □No Complies with CMC section 18.21.140? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: O Yes esJ N/A O Yes [g!No Required Provided No. of EV Installed Spaces: Hardship Requested OYes 0No Hardship Approved oves □No S. TRAFFIC DEMAND MANAGEMENT APPLICABLE: □ YES □ NO Compliant? ~ Yes O No TDM Report on file with city? D Yes D No