Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
1367 CYNTHIA LN; ; CBR2020-2993; Permit
Building Permit Finaled Residential Permit Print Date: 09/20/2022 Job Address: Permit Type: Parcel#: Valuation: 1367 CYNTHIA LN, BLDG-Residential 1562314800 $141,854.90 Occupancy Group: R-3 #of Dwelling Units: 1 CARLSBAD, CA 92008 Work Class: Single Family Detached Track#: Lot#: Project#: DEV2021-0098 Plan#: Bedrooms: Bathrooms: 1 1.0 Construction Type:V B Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: WICKHAM-MENNEN: 958 SF SFD // 696 SF GARAGE// 108 SF DECK WICKHAM-MENNEN: 816 SF SFD // 696 SF GARAGE// 22 SF DECK FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Property Owner: WICKHAM-MENNEN FAMILY 1367 CYNTHIA LN CARLSBAD, CA 92008 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MANUAL BLDG PLAN CHECK FEE MANUAL BLDG PLAN CHECK FEE MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES -outside CFD SB1473 -GREEN BUILDING STATE STANDARDS FEE SDCWA SYSTEM CAPACITY 0.625" (5/8") Displacement SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1-Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-Medium TRAFFIC IMPACT Residential Single Fam. Outside CFD WATER METER FEE 1" Potable (D) WATER SERVICE CONNECTION 0.625" (5/8") DISP (P) WATER TREATMENT CAPACITY 0.625" (S/8")Displacement Total Fees: $22,610.49 Total Payments To Date: Building Division $22,610.49 { City of Carlsbad Permit No: CBR2020-2993 Status: Closed -Finaled Applied: 11/18/2020 Issued: 08/20/2021 Fina led Close Out: 08/09/2022 Final Inspection: 08/09/2022 INSPECTOR: Burnette, Paul Renfro, Chris Alvarado, Tony Balance Due: AMOUNT $775.10 $632.03 $66.00 $175.00 $210.00 $105.00 $92.00 $182.00 $4,964.92 $6.00 $5,301.00 $998.00 $18.44 $246.00 $55.00 $3,900.00 $282.00 $4,455.00 $147.00 $0.00 Page 1 of 2 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Building Permit Finaled Residential Permit Print Date: 09/20/2022 (city of Carlsbad Permit No: CBR2020-2993 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 2 of 2 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad Job Address 1367 Cynthia Lane RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check C£:p.,2lJ2£)-2,C\C\ 3 Est. Value \U() 17Qlb PC Deposit ________ _ Date ~-2.,\-2.\ Suite: APN: 156-231-48-00 -----· CT/Project #: __________________ ,Lot #: ____ Year Built: _________ _ Fire Sprinklers: ()vEsO NO Air Conditioning:Q YES ONO Electrical Panel Upgrade: 0YES0 NO BRIEF DESCRIPTION OF WORK: l'k.!~::i ~"FO D Addition/New:. ______ living SF, 696 sf Deck SF, 54 sf Patio SF, ____ Garage SF 696 Is this to create an Accessory Dwelling Unit? OY 0 N New Fireplace? OY 0 N, if yes how many? __ □Remodel: ___ SF of affected area Is the area a conversion or change of use ? OY ON 0 Pool/Spa: ____ .SF Additional Gas or Electrical Features? ____________ _ osolar: ___ KW, ___ .Modules, Mounted:ORoof OGround, Tilt:OYO N, RMA: OY ON, Battery:OY ON, Panel Upgrade: OY ON D Re roof:. __________________________________ _ D Plumbing/Mechanical/Electrical 0 Only: Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER Name: Julie Mennen Address: 1365 Cynthia Lane APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT Name: Brian 0lfe APPLICANT 0 Address: ___________________ _ City: Carlsbad State:._C_A __ Zip: 92008 City:, __________ State:. ___ Zip:, ____ _ Phone: (760) 518-9015 Phone: ___________________ _ Email: mennenj@aol.com & BRIAN@OLFE.us Email: BRIAN@OLFW.us DESIGN PROFESSIONAL APPLICANT O CONTRACTOR OF RECORD APPLICANT 0 Name: Brian Olfe Name: ___________________ _ Address: 3460 Marron Rd., Suite 103-218 Address: __________________ _ City: Oceanside State: CA Zip: 92056 City:. ________ State: ___ .Zip: ______ _ Phone: (760) 917-6727 Phone: ___________________ _ Email: mennenj@aol.com & BRIAN@OLFE.us Email: ___________________ _ Architect State license: _D_r_af_te_r ________ _ State license/class: ______ Bus. license: ____ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602~2719 Fax: 760-602-8S58 REV. 08/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A} OR (OPTION B} BELOW: (OPTION A}: LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000} of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one af the following declarations: Q1 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 .. _______________________________________ _ 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _____________________ _ Policy No. _____________________________ Expiration Date: _______________ _ D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, t shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: l hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (r) Civil Code). Lender's Name: _____________________ Lender's Address: ____________________ _ CONTRACTOR PRINT: _________ SIGN: _________ DATE: (OPTION B}: OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: DI, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). iii 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Kontractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: Jg{:•0wner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. D Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that l have built as an w r-ilder if it has not been constructed in its entirety by licensed contractors. / understand that a copy of the applicable law, Section 7044 of the Busin nd P ,Jessia s , is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/calaw.html. 1 I 2~ \z.o71 OWNER PRINT: C),jQ~ I µ\c:J:iltsiY' SIGN: ...;;;;;....~-'l';..;.....J_i.::,_..:._:_· .... _--.. __ DATE: __ i..i.-~--i,4-.=::!....._ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf I certify that I hove read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction, I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SA VE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep ond demolition or construction of structures over 3 stories in height. APPLICANT PRINT: Julie Mennen 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: 1311ild1ng1-0lc,1rl~b,1dc,:1y,ov 2 REV. 08/20 ( City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 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 1367 Cynthia Lane 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 construction 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 activities. 1-Qj:ll'lH unde<staoo a frequent practice of unlioetnsed OOlllll:ractoir is to have tine p,rope,rty .,.,.,_ olblai., a" ~°""""' lllwiiloler"' lruuii.iii~ """""'iilt 1tlhlal1t """""""'lw iimpliies 1111nat lllne ll'ffllll'l'll1 _,,,.,,,-iis """""idfong 1,iis <>r 1ne,r _,, llal>I>r aimll mm-"'11 ~Hly. 11,, ais; ai" °"""""'-lllwiilbler,, minarw ll>e Mio! 11..,1,1,, aimll wllaject 1llID ,eTiillxllts ffi-iaJI rrii!lk fur aimiw iitrnjiwrioe,; 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 pr-operty. if.-)_ '--ffY\ understand buikli..i pemmits are NJt required Ito be sigJned by pmperty °"""""' ,..,nes,, tlhiey ai,e re5ll'OMil>I,, 1m 1111ne Wll1\SIIJr1iJocm amid ..,., m,11: 11,;ITT;~ a 11~ <Dllll!Jr.lict<>r 1to as,;w,nme -~;1>,mtt.w- 11111~1 111Jm1ailerl;tt;amll ais; al" "'°"""""'-lllwiilliller"' II am 1lllne ~il!,I,, ll'al'11W <DJlf motDITllll <Ill111 1lllne -itt. 11 Ull100llers1lalmll ttima,t II 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. 1v~-.:zf'D understand contractors are required by law to be licensed and bonded in California and to list their license numbers 0111 pemnits and a,,rntracts_ V ~~ wimilar51raoo ilf II """''"~ "" ollitl,etrwise -""'W ~, _ ttima,,, C..hnf<lllf"ial llireTns,edl """'1lllratll>T$,, aimll 1lllne lllolall walw,e <DJlf ""W IOlllT1l$11JruJm iis alt ll""'511: ffi;..., ~ afu>H~ (($'5<llllD)),, iimdlwmiilll!l llallmr am! lllll>iBl1Jelriells,, II -111,e considered an ##employer .. under state and federal law. 1 REV. 08/20 Owner-Builder Acknowledgement Continued ~II~ iffl II aunrn ClJllJl115i<Ililarm am, "''"""RJJ~" Wlll1ldle,r -amYrll ff~l lia...,, II mmlil51t rnegji!;IIU .,,.,;illltn 1Uhte - amYrll 1fiedetrajl ~ ...,;1111t,11m.i p;!lj/TI>III 1taixes,, IP"""'die ...a,r1mrs" a:oompet111So11!i""' dliisabiilHl!y oma,ramce,, ai!lld Cllflllmbute to """""'ploymenl: compensation fo,r each "'employee."' I also understalllld my failure to abide by these liaws may subject me to serious financial risk.. vi'j,__itlJ I understand under catifomia 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 lbw Ii"'"'"""'" ,..Jnow111ru,...nw,,s <dffllll tlllTte illlllliiii1lln l!llif 5llJnlll<lllwira,s; ""'5 il1i«fflt """"""11 btr .,,.,;mitriim """ii' ,r;;a""'1llfmr Wf"iill',, m .-11 l!llif tlllTte ~ ies ~ WIIIMilBr a:mmt11ra1:1t ,..;rt11m a Ii~ ~I wlolililli; a:mmtllradtffi .. llllli~ U ""dlerstaml as an °""""'·811Jillde< if n sell the pmpetrty fo, ...t,id, this permiit 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 detects in the workmanship or materials. IX. 9;Jt1J I understand I may obtain more information regarding my obligations as an "employer" from the Internal -Selr<iire,, 1tlhe iu,n;-S-5 Smmajll lllw5iill1"'5$ Mnmiitmiislhratllim,, 1tlhe Caiffllllmi"' ~-l!llif lllenri~ ~" ai!lld -C,lnfotrli1Will llll'rofoiiotm "1f lli!lldmltriall Aaii<lletrnlls. II a,l1so u,mtdie,rsttai!lld II may oomtllild 1Uhte Callifomi"' Cootr.lctors" Stalle L'icense Boanl (CSI.B) at 1-800-321-CSI.B (27521 or ......... cslb.ca.gov futr more information about licensed contractors. x~_l]_1 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: lllQ;VJ'l .JI -tllhtatt,, as 1Uhte ;,a,rtw 1"'1f,lllly amlll 1litmaJIIIOialllly ~ilt>le fur 1tlms !)trOl!>lllSi!d ~ actiroftty,, II mllll ;11,;.i., by a~I appl,cable laws and requirements that govern O"""er-Buullders as ...,.I as employers. X~gree 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) cansulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. Julie Mennen n , . . . ·111 --A YU/F'-~ r -J.J!/~ 11-01~2020 LI_-Q/-d.Q;).Q Property Owner Name (PRINT) Property Owner Signature Date 2 REV. 08/20 'ijj,7 JC\ " I' ~~ ' ' -PERMIT INSPECTION HISTORY for (CBR2020-2993) Permit Type: BLDG-Residential Work Class: Single Family Detached Application Date: 11/18/2020 Owner: TRUST WICKHAM-MENNEN FAMILY Status: Closed -Finaled Issue Date: 08/20/2021 Expiration Date: 11/21/2022 IVR Number: 30027 Subdivision: PARCEL MAP NO 16664 Address: 1367 CYNTHIA LN CARLSBAD, CA 92008 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency Status COMMENTS August 6, 2022: 1. Exterior stucco wire lath installation and all penetrations Sealed-Approved. 2. gypsum board/drywall fasteners/method of attachment-approved. 05/24/2022 05/24/2022 BLDG-27 Shower 183467-2022 Passed Tony Alvarado Pan/Tubs Checklist Item BLDG-Bullding Deficiency COMMENTS Shower pans and interior tile stucco wire lathe inspection-approved. 08/09/2022 08/09/2022 BLDG-Final Inspection· 188799-2022 Passed Tony Alvarado Tuesday, September 20, 2022 Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Passed Yes Passed Yes Passed Yes Yes Yes Yes Complete Complete Page 3 of 3 1'.'YS " ,~zr,, 1;;:170 , ' /4 0 ' PERMIT INSPECTION HISTORY for (CBR2020-2993) Permit Type: BLDG-Residential Work Class: Single Family Detached Application Date: 11/18/2020 Issue Date: 08/20/2021 Owner: TRUST WICKHAM-MENNEN FAMILY Subdivision: PARCEL MAP NO 16664 Address: 1367 CYNTHIA LN Status: Closed -Finaled Expiration Date: 11/21/2022 IVR Number: 30027 CARLSBAD, CA 92008 Scheduled Date 01/12/2022 01/18/2022 02/16/2022 03/17/2022 03/30/2022 04/06/2022 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector 01/12/2022 BLDG-34 Rough Electrical 174334-2022 Failed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS Called owner three times, left two messages, and text message and arrived at property for inspection no access. 01/18/2022 BLDG-33 Service Change/Upgrade 174690-2022 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS January 18, 2022. (Rewire-new panel electrical meter). 1. Two ground rods-verified. 2. Coldwater bond verified. 3. Electrical meter panel location-approved Per SDGE-work order. 02/16/2022 BLDG-13 Shear Panels/HD (ok to wrap) 176740-2022 Passed Tony Alvarado 03/17/2022 BLDG-84 Rough Combo(14,24,34,44) 178555-2022 Partial Pass Tony Alvarado Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS 03/30/2022 BLDG-17 Interior Lath/Drywall 179524-2022 Passed Tony Alvarado 04/0612022 BLDG-17 Interior Lath/Drywall Checklist Item 179903-2022 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency August 6, 2022: BLDG-18 Exterior Lath/Drywall 1. Exterior stucco wire lath installation and all penetrations Sealed-Approved. 2. gypsum board/drywall fasteners/method of attachment-approved. 179987-2022 Passed Tony Alvarado Tuesday, September 20, 2022 Reinspection Inspection Reinspection Incomplete Passed No Complete Passed Yes Complete Reinspection Incomplete Passed Yes Yes Yes Yes Passed Yes Complete Complete Complete Page 2 of 3 Building Permit Inspection History Finaled ( City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2020-2993) Permit Type: BLDG-Residential Work Class: Single Family Detached Application Date: 11/18/2020 Owner: TRUST WICKHAM-MENNEN FAMILY Issue Date: 08/20/2021 Subdivision: PARCEL MAP NO 16664 Address: 1367 CYNTHIA LN CARLSBAD, CA 92008 Status: Scheduled Date 08/25/2021 09/20/2021 09/29/2021 10/20/2021 10/28/2021 12/10/2021 Closed -Finaled Expiration Date: 11/21/2022 IVR Number: 30027 Actual Inspection Type Inspection No. Inspection Primary Inspector Start Date Status 08/25/2021 BLDG-SW-Pre-Con 165017-2021 Passed Paul Burnette Checklist Item COMMENTS BLOG-Building Deficiency 09/20/2021 BLDG-21 166848-2021 Passed Paul Burnette Underground/LI nderflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency 09/29/2021 BLDG-11 167440-2021 Passed Paul Burnette Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency 10/20/2021 BLDG-14 168913-2021 Partial Pass Tony Alvarado Frame/Steel/Bolting/We lding (Decks) Checklist Item BLDG-Building Deficiency COMMENTS October 20, 2021: 1. Floor nailing inspection second level, type, size, and attachment anchoring-approved. 2. Roof nailing inspection: plywood type, size, and anchoring schedule-approved. 10/28/2021 BLDG-13 Shear Panels/HD (ok to wrap) 169529-2021 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS October 28, 2021: 1. No third level, loft area floor nailing Deficiencies. 2. Third level, loft area, plywood; type, size, and anchoring attachment, scope of work-approved 12/10/2021 BLDG-22 Sewer/Water Service 172348-2021 Partial Pass Chris Renfro Checklist Item BLDG-Building Deficiency COMMENTS PARTIAL PASS UNDERGROUND WASTE FROM LATERAL TO MAIN 1ST SECTION. OK TO BACKFILL Tuesday, September 20, 2022 Reinspection Inspection Complete Passed Yes Complete Passed Yes Complete Passed Yes Re inspection Complete Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes Page 1 of 3 Carlsbad Municipal Water District A Subsidiary District of the City of Carlsbad 5950 El Camino Real -Carlsbad CA 92008 Ph. (442) 339-2722 Email: backflow@carlsbadca.gov A \ii3 Account No.: __________ _ Date of Notice: ---'-7_ .. ...:.l..cZ;;;;.._~ =Z=-7-==----- Service Address: I> 6L ~T'&-1l7/l-4 Location: I f-9>/Rtr ~f 2~ Serial No. e' 22. S:o 7 Mfg./Model U,~ 'c,o 7L'-1L<12T Size/Type: 2. 1 / Meter Size Customer: (!..C...yOG 0/C/;#~ ... Mailing Address: 13,6? Ch,.y-J//.,l'J 4-' City ST Zip: (!/9-,(L.5j,&J) M-9 zoo9 Meter Number : __________ _ I RE: ANNUAL BACKFLOW RECERTIFICATION NOTICE -DUE 30 DAYS FROM DATE OF NOTICE ,_...,FAILURE TO COMPLY WILL INCUR LA TE FEES_.., From the date of this notice. you will have 30 days in which to have your backflow assembly tested and certified. If repairs are needed, the assembly will require retesting before it can be certified. The enclosed tester list is provided as a convenience. If you choose a tester not shown on the enclosed list, please have the tester contact our office to verify they meet the requirements. The testing company must also possess a valid City of Carlsbad business license. Only tests performed by testers meeting the requirements will be considered valid. The Field Testing & Maintenance Form provided by the District must be completed by the repair and test contractor, signed by the tester and the original returned to the District. Test forms from other agencies, nor the tester's own forms will be accepted. This form must be completed and returned to the District within 30 days from the notice date or your water service will be subject to termination. Date Tested: 7~ -2.. 'L. AWWA or ABPA Cert. No.:O~auge Serial No.~c-o,P.988"3 Firm Name: ll4JJ. />CV,,,,,8/~ Tester N.a,.me: kn/:'o,'l-:>z: Telephone No.: Zff ·7U-2.a>'2'_,. PSI: ;:rt!? Line Valve #1 -Replaced ( ) Line Valve #2 -Tight ~ Leaked ( ) Replaced ( ) Reduced Pressure Principle Aseembly Double Check Valve Assembly Check #1 Check #2 Tight JKl. /.8 Tightf,,(l 2_0 RV Opening Pt Test Before Repairs Leaked ( ) Leaked ( ) Pass K2__ Fail ( ) New Materia Is and Repairs Made Test After Tight ( ) Tight ( ) RV Opening Pt Repairs Name and Phone No. of Repair Person:. ____________________ _ Test After Repairs Done By: Firm Name: _____________ Tester Name: ____________ Date: _____ _ Gauge Serial No.:_______ AWWA or ABPA Cert No.: Telephone No.: ______ _ Tester's signature affixed to NSI 410 <;ompaa Road• Ouant kit •CA• 9~ Offlce (TM} m-0404• Fa/1'(7t0 4"·214'l NARBETH STRUCTURAL INSPECTION ,...,JOe,.,--l,iC).-----~-----------1 (D °'-TE· 02/11 /22 @ Authorized O .RfflNFORCED CONCR£T£ 0 srnvct STEB.ASS8.18LY □ sPFAV-N>PUEDAREPROOl'l~ @ ~ ~ ~ IC90 □ Mc~ESSEDCONCRETE □ ~r-:FORCet>GYPSUM IXI on-e:. Wood-- Special ln$ll9Cl0f □ .RBNF<:>RCHI MASOfllRV D oo;p l'OlJNO,lll10N LAe.. N:eEMNG & TE$'T1NO CON$m t.lA L SAIMU$ INSf'ECiA. ARRIVAi. a. D&TAUD LOC,fflONC'/FWORI< IN$l'l!C'1m, Tf.ST SAMl"I.E.S'IMEN. WOl'II< ~.JO&~~ fl:!MAlll<S.El'C. @ TlON 'W TIME 'J3fl AEP0A'T OF 1NCUDE$ 1NFOAM,l(T1()N ABOV'I"~ O#"Wll"ERW. f'UICB:l OIi W0II( mER>AMED. NU"'8EA. Tl'PE4 ICIENT, HO'S OF ~ ~~ ~PECTB) rEBTWN'Wv.KEN, SmJCr. OON~ (WB.D6 MADE, H.T. IIOll'STOAQUeDI~. ETC. 2/11 4hrs Observation of Shearwall nailin and Hardware THIS REPORT DOES NOT RELIEVE TME CONTRACTOR OF HIS RaPONSIBIUTf TO BUILD PER THE Pt.ANS, SP!CIFICATfONS ANO ALL APPLICABLE CODES, wmt™ESO!l. lNYESTIGI\TION RECOMMENOATIONSL 'MiAPl'RCM:DPIJ,N8, __________ ....J~U!:.~~1 ~AND~ ss;noNS 01'""11! UJlC. BUii.DiNG ~ ~NA'IURe ~ontl!RWISl!HOTEll. DATE81GNED 02{11 /22 CBfflFICAlUO. 5220351 ICC WHITE-NSI C).W.R( • Ccn!tactc:11' PINI< • 8ulldlng Otllclal From: Vlnje & Middleton Engineering Inc. vinje.middleton@sbcglobal.net cf Subject: Field report and Invoice Date: September 27, 2021 at 10:30 AM To: Clyde Wickham clydezz@sbcglobal.net TO Good morning please see the attached field report and invoice. If you have any questions, please feel free to contact me. ' Thank you, Joe Locascio Vinje & Middleton Engineering, Inc. 2450 Auto Park Way Escondido, CA 92029-1229 Office: (760) 743-1214 Cell: (760) 802-4415 Fax: (760) 739-0343 vinje.midd1eton@sbcglobal.net VINJE & MIDDLETON ENGINEERING, INC. 24'50 Auto Pllri< w.., ESCON0:00, CALIFORNIA 92029-1219 Phone: (760) 743•1214 Fu (760) 739-0343 Clyde ·~v ck~1arr1 F Gr;irl 119 For AD.J ...... :,#ti.• ,oe,c21 -]46-F ,., .... C ydt' '.'V11 klicm I/ bralO"f pad 'oot compactor -.•:h;:ic11.er On site to c..,eck bottor, of rcrrc•.•a s •e11;ed al grad, ... ~ tm orcposed AJU. Th~ south 2:.3 .3pp•oxir·ra•e y 8-10 ir1 hec; R1;1tlll nHJ 'J1;;11fietl ~-e.Nu•U1 · !3 eXJ)u::;1·:.u Lt::illCt..k dlli apµJO\lt::iJ fos fill. ~OC.-'140-? t, 11.•lif'fl'IIOl ·;; '5 -1 2 45-?Hr iV111r1un· 11fr ;:>rr·jt:'c-'r\lH'rlijt-'f 9 3 2C21 ()_ 7-2071 tc1kl:!r sl·owed relc1 VI:! densi:,• nf 9-1° v,· , .. moi:;lure ,.,r 'Jnv · 2 30 -1 00 -2 Ht Mir mum Te::;t re·:;ull-Dry Df.lt b .y 124 2 ··@ 8 8 •:., 1rr;1o~t ;rP, ;:ir.:n \.:; c0rrpl~·c 1\DL p;id 111 . ch~c~~d...m.QJ:;,: ... rc ccntc::: cl till n::; t.'"c·,· ,·.:::ic ::.:ill rri.:,:,1::;q nnc rvc,stu·e content ot 11 I w;:is at ti . .:,·-:~ no· ;et ;p;;t·y· IY 41 lLald da.•:.rl'.; .1.,;t. 9-8-2021 On site as scheduled to test fill. Pad Is approximately 4-5 Inches high. skip loader cut an area to finish grade for testing. Test result showed density@ 92% with moisture content of 8.5 %. Test result -Dry density 121 4@ 8 5 % mo·sture The Building Pad was prepared In accordance with the so,ls report. the expansive Charactenslics and beanng capacity conform to the soils report dated 9-24-2020. 10:15 -11:00 = 2 Hr M1nImum Maximum Dry Density per ASTM 0-155 7 = 132 3 @ 7. 5 % moIsturo --Joe Locascio Pr 1l1IS ~ CTOA OF f9& ftER TlfC P\.ANS, CPECIFICATIOHS AHD AU. 4Pf'IJCA8LE COOES VINJE & MIDDI.ETON EXGINEERING, INC. 2450 Auto Patk Wr, ESCONDIDO, CALI IA 02CJ29.1229 Dlff1 Sept. 14,2021 ' House and Garage ------ Phont:(710)743-1214 Fax:(760)73!Ml343 • °' 1367 Cynthia Lane, cartsbad Owner TO Clyde Wickham 1365 Cynthia Lane Fair Carlsbad, CA 92008 Clyde Wickham THE FOllOWING WAS NOTED > On site to inspect foundation excavabons tor proposed ADU. Excavations expose dense fll throughout which Is the same as material identified In our Geotechnical Investigation for the sIto dated September 24, 2020 The soil Is dass1fied as non expans ve and the exposed bearing strata Is suitable for the support of the intended structure. The footing dimensions conform to the approved pl;in O to place remrorc ng steel anr:! pour upon approv;il of gover~ng c1genq_ t Pad Certification For Building Permit Paul Burnette, Senior Building Inspector Sept. 15,2021 1367 Cynthia Lane Bldg. Permit# CBR 2020-2993 The Pad Grading as shown on Building Plans for 1367 has been completed as shown on Sheet A-2 of the Approved Building Plans. The Forms for Foundation have been placed and the following Elevations are certified based upon a field survey. • TOC: 131.5 All 4 Corners • FF South Side of the Foundation: 131.2 • FF North Side of the Foundation: 130.87 Slope of Garage is 1 % towards the North. We anticipate pouring the Concrete Foundation within a few weeks. Clyde Wickham P.L.S #5993 (Exp. 12/31/22) CLYDE F '-\N A.RD 'v~,CKi-!AM No. 5993 CONTAACTOA OF ~TH ClflCATIOHS AND ALL Al'l'UCABLI COOH VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park W■y Escondido, CA 92029-1229 Tu 1.0 . #33--0566326 Phone (760) 7 43-1214 Fax {760) 739 0343 Clyde Wic:tcham 1365 Cyn . Lane Cartsbad, CA 92008 INVOICE# 2 3 8 9 Q JOB _ Sept 27, 2021 Chargoa from September 6, 2021 through September 21, 2021 for providing geotechnlcal field observations and fiekf density testing during grad ng al 1367 Cynthia lane, Car1sbad. Admlniatrative, Proltct MIOl9tffl•ot. Bueoccb and BtvJm; Principal Engineer, .50 hr. 0 $210/hr: Project Manager, 1.0 hrs. 0 $150/hr. Clerical, .50 hr. 0 $60/hr. Geotechn cat fitld Obaeryatlon And Iutioa ServJceti Project Manager, 4.0 hrs. 0 $ 1501hr: Soils Technician, 8.0 hrs. O $75/hr: Bepodl(Letters corrupondence; Project Manager, .50 hrs. 0 $15Mlr: TOTAL DUI!: $ 105 .00 150.00 32.50 600.00 600.00 zs,oo ✓• EsG1I DATE: 6-9-2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2993.Rev 1.RC2 PROJECT ADDRESS: 1367 Cynthia Ln PROJECT NAME: SFD for Julie Mennen SET III D APPLICANT D JURIS. IZ] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: IZ] EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. (For A.D.) EsGil Email: Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego. California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • nv INTERWEST DATE: August 18, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2993 Rev 2 PROJECT ADDRESS: 1367 Cynthia Ln PROJECT NAME: SFD for Julie Mennen SET: II 0 APPLICANT D JURIS. ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has 760-917-6727been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person ~ REMARKS: Please incorporate the red ink change made on sheet 51A of the plans. By: Abe Doliente lnterwest 8.17.21 Enclosures: Partial set of approved plans. 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2020-2993 Rev 2 August 12, 2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 2 PREPARED BY: Abe Doliente BUILDING ADDRESS: 1367 Cynthia Ln BUILDING OCCUPANCY: R3 BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision 2 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance -------, 1997 UBC Buildin Permit Fee g ..,, 1997 UBC Plan Check Fee • · Type of Review: □ Complete Review D Repetitive Fee ,..-: Repeats * Based on hourly rate Comments: □ Other [J Hourly EsGil Fee PLAN CHECK#.: CBR2020-2993 Rev DATE: August 12, 2021 Reg. VALUE ($) Mod. D Structural Only 1IHr.@* ~=====$1=0=5=.0~0 $105.001 Sheet 1 of 1 ✓• EsG1I DATE: May 13, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2993.Rev 1 PROJECT ADDRESS: 1367 Cynthia Ln PROJECT NAME: SFD for Julie Mennen SET: II □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Brian Olfe D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Brian Olfe Telephone#: 760-917-6727 Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente EsGil (by: ) Email: No info Fax In Person Enclosures: 5/4/21 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • Carlsbad CBR2020-2993.Rev 1 May 13, 2021 □ Yes □ No PARTIAL SUBMITTAL RECEIVED BY ESGIL ON 5/4/2021 DID NOT RESPOND TO THE CORRECTIONS BELOW THEREFORE, THE CORRECTION IS STILL OUTSTANDING. 1. EsGil did not receive the revised energy calculations. The resubmitted energy calculations and plans are the original ones. Submit revised energy calculations and revised sheets A-5 and A-6 of the plans. 2. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil. Thank you. ✓• EsG1I DATE: March 24, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2993.rcl PROJECT ADDRESS: 1367 Cynthia Lane PROJECT NAME: SFD for Julie Mennen SET II □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person ~ REMARKS: Show on the title sheet of plans completed CAP template, city form 8-55 By: Abe Doliente EsGil 3/16/21 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • nv INTERWEST DATE: August 12, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2993 Rev 2 PROJECT ADDRESS: 1367 Cynthia Ln PROJECT NAME: SFD for Julie Mennen SET: I D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Brian Olfe D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has 760-917-6727been completed. Person contacted: Brian Olfe Telephone#: no info Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest (by: ) Email: Fax In Person Enclosures: 8/3/21 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2020-2993 Rev 2 August 12, 2021 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad 2 PROJECT ADDRESS: 1367 Cynthia Ln DATE PLAN RECEIVED BY ESGIL: 8/3/21 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): PLAN CHECK#.: CBR2020-2993 Rev DATE REVIEW COMPLETED: August 12, 2021 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No Carlsbad CBR2020-2993 Rev 2 August 12, 2021 1. Revision 2 plans received by lnterwest includes 14 sheets of plans including architectural and structural plans, but the approved plans received included only the architectural plans. PLEASE SUBMIT THE COMPLETE SET OF APPROVED PLANS AND THE APPROVED REVISION 1 PLANS. LJ Vfhe only paperwork that came with this submittal is handwritten post on a yellow sticky UvvY ':°"ith the following instructions: Esgil -Please review for conformance with previous approved plans and perforate new plans Thank you!. Shay 3. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil. Thank you. ✓• EsG1I DATE: April 20, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2993.Rev 1 PROJECT ADDRESS: 1367 Cynthia Ln PROJECT NAME: SFD for Julie Mennen SETI □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Brian Olfe D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Brian Olfe Telephone#: 760-917-6727 Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente EsGil (by: Email: No info Fax In Person Enclosures: 4/12/21 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2020-2993.Rev 1 April 20, 2021 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad 1 PROJECT ADDRESS: 1367 Cynthia Ln DATE PLAN RECEIVED BY ESGIL: 4/12/21 REVIEWED BY: Abe Doliente FOREWORD (PLEASE READ): PLAN CHECK#.: CBR2020-2993.Rev DATE REVIEW COMPLETED: April 20, 2021 This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? □ Yes □ No Carlsbad CBR2020-2993.Rev 1 April 20, 2021 1. EsGil did not receive the revised energy calculations. The resubmitted energy calculations and plans are the original ones. Submit revised energy calculations and revised sheets A-5 and A-6 of the plans. 2. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at Esgil. Thank you. Carlsbad CBR2020-2993.Rev 1 April 20, 2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 1 PREPARED BY: Abe Doliente BUILDING ADDRESS: 1367 Cynthia Ln BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision 1 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 USC Buildin g Permit Fee ... 1997 UBC Plan Check Fee • I ,;\I ,,.I Type of Review: □ Complete Review D Repetitive Fee ,.. · Repeats • Based on hourly rate Comments: D Other G'l Hourly EaGilFee PLAN CHECK#.: CBR2020-2993.Rev DATE: April 20, 2021 Reg. VALUE Mod. D Structural Only 21 Hrs.@• 1----s-1_0_5_-o-;o ~---~ ($) $210.001 Sheet 1 of 1 Carlsbad CBR2020-2993.Rev 1 April 20, 2021 Carlsbad CBR2021-0923 4-19-2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Erich A. Kuchar, P.E. BUILDING ADDRESS: 3481 Corte Sonrisa BUILDING OCCUPANCY: R-3 PLAN CHECK#.: CBR2021-0923 DATE: 4-19-2021 BLILDING AREA PORTION (Sq.Ft.) Addition 427 Air Conditioring Fire Sprinklers TOTAL VALUE Jurisdiction Code cb 1997 UBC Buildtn g Permit Fee I 1997 UBC Plan Check Fee ~' 1: ... Valuation Multiplier By Ordinance T)Pe ofRelliew: P Complete Review r Repetitive Fee ~ I -=.J Repeats Other Hourly EsGilFee ~ Reg. VALUE ($) Mod. 72,000 72,000 Structural Only f-------J] Hr. @ * $324.06, Sheet 1 of 1 Carlsbad CBC 2021-0115 04/19/2021 EMAILED ESGIL TO VERIFY FACTOR -SLE 4/21/21 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Steven Miller BUILDING ADDRESS: 961 Palomar Airport Road BUILDING OCCUPANCY: B BUILDING AREA Valuation PORTION ( Sq_ Ft.) Multiplier TIB 1015 73-43 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance 1997 UBC Buildin Permit Fee g ... 1997 UBC Plan Check Fee • I ?'..I Type of Rev;ew: Complete Review D Repetitive Fee .., Repeats Comments: D Other 0 Hourly E&GilFee PLAN CHECK#.: CB-CBC2021-0115 DATE: 04/19/2021 Reg. VALUE ($) Mod. 74,531 74,531 □ Structural Only $332.70! Sheet 1 of 1 ✓• EsG1I A SAFE.built Company DATE: December 7, 2020 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2993 PROJECT ADDRESS: 1367 Cynthis Lane PROJECT NAME: SFD for Julie Mennen SET: I □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Julie Mennen OR Brian Olfe D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Julie Mennen Telephone#: 760-518-9015 Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente EsGil (by: ) Email: mennenn@aol.com Or BRIAN@OLFE.US Fax In Person Enclosures: 11/19/20 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2020-2993 December 7, 2020 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2020-2993 JURISDICTION: Carlsbad PROJECT ADDRESS: 1367 Cynthis Lane FLOOR AREA: SFD -1044 SF Garage -7 44 SF; Deck -108 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: December 7, 2020 FOREWORD (PLEASE READ): STORIES: 3 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/19/20 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2020-2993 December 7, 2020 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS 1. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 3. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 4. On the cover sheet of the plans, specify any items that will have a deferred submittal (fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." Carlsbad CBR2020-2993 December 7, 2020 FIRE PROTECTION 5. Show locations of permanently wired smoke alarms with battery backup, per Section R314: a) Inside each bedroom. b) Outside each separate sleeping area in the immediate vicinity of the bedrooms. c) On each story. d) Such smoke alarm locations shall comply with the following: i) They shall be not less than 3' from the door opening of a bathroom. ii) They shall be at least 20' from a cooking appliance. iii) They shall be at least 3' from supply registers of heating/cooling systems. iv) They shall be at least 3' from the tip of the blade of a ceiling- mounted fan. ♦ NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 6. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. b) On each story. c) Where a fuel-burning appliance is installed in a bedroom or its attached bathroom, a carbon monoxide alarm shall be installed within the bedroom. + NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. STAIRWAYS, AND RAILINGS 7. Guards (Section R312): a) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail and 50 psf for infill components. Calculations may be required. Table R301.5. Carlsbad CBR2020-2993 December 7, 2020 8. Handrails (Section R311.7.8): a) Shall be provided on at least one side of each stairway with four or more risers. b) Ends of handrails shall be returned or shall have rounded terminations or bends. ROOFS/DECKS/BALCONIES 9. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space. Section R317.1.6 10. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. Section R317.1. 11. Specify on the plans the following information for the deck/balcony surfacing materials, per Section R 106.1.1: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. GARAGE AND CARPORTS 12. Effective July 1, 2019, new or replacement garages shall have battery back-up installed for any garage door openers. SB969. FOUNDATION REQUIREMENTS 13. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 15. Revise the foundation details to agree with pages 19 thru 21 of the soils report. Recheck the slab, footing size, reinforcement, and depth of the footing. Carlsbad CBR2020-2993 December 7, 2020 16. Revise the structural calculations to use 1200 PSF for the allowable soil bearing pressure. 17. Include the structural calculations for beam RB-6. 18. I was not able to locate beam FB-12. 19. The length of the shear walls shown on the plans must match the ones called out in the structural calculations. 20. Recheck the height of the shear walls called out in the structural calculations and those shown on the plans for the second floor thru the roof. There are some walls over 8 ft high. Please clarify. ELECTRICAL 21. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). This receptacle must be GFCI protected. 22. Per CEC Article 210.11 (C)1, note on the plans that there will be a minimum of 2 small appliance branch circuits within the locations specified in Article 210.52(B), i.e., kitchen and dining areas. 23. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.70. PLUMBING 24. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). RESIDENTIAL GREEN BUILDING STANDARDS In addition to the notes already shown on the plans, add the following note: 25. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. Carlsbad CBR2020-2993 December 7, 2020 ENERGY CONSERVATION 26. Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2019 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." 27. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) Gas piping sizing based upon a minimum input of 200,000 btu/hr. b) A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. c) The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) d) A 120-volt receptacle accessible to the heater installed within 3'. 28. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 29. All domestic hot water piping to have the following minimum insulation installed: ½" pipe (1/2" insulation);¾" pipe (1" insulation); 1" to 1-½" pipe (1-½" insulation). CPC 609.11 & ES 150.0U) a) Additionally, the ½" hot water pipe to the kitchen sink, and the cold-water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.OU) MISCELLANEOUS 30. Revise the sheet index to show all the drawings submitted. 31. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 32. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Carlsbad CBR2020-2993 December 7, 2020 • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 33. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Error! Reference source not found. at EsGil. Thank you. Carlsbad CBR2020-2993 December 7, 2020 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 1367 Cynthis Lane BUILDING OCCUPANCY: R3/U BUILDING I AREA I VakJalion PORTION (Sq.Fl) Multiplier SFD 1044 141.76 Garage 744 36.98 Deck 108 20.03 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Buildin Permit Fee ... 1997 USC Plan Check Fee ,. Type of Review: Q Complete Review D Repetitive Fee ,.. . Repeats Comments: □ Other □ Homy EaGilFee PLAN CHECK#.: CBR2020-2993 DATE: December 7, 2020 Reg. VALUE ($) Mod. 147,997 27,513 2,163 177,674 D Structural Only 1-------11 Hr. @ • $586.921 Sheet 1 of 1 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations New Residence Client Clyde Wyckham 1365 Cynthia Lane Carlsbad, CA 92008 Project Wyckham Residence 1367 Cythia Lane Ca a.u-,,..,,. --<r:.--.rt!'.~~----~ 08 ' son RCE C57182, exp. 12/31/21 September 1, 2020 Revised 4-1-21 RECEIVED APR O 8 2021 CITY OF CARLSBAD BUILDING DIVISION CIT Y]JI- Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Wyckham Residence 20-313 Code: Timber: 2019 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-L #1 " Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Grade 24F-V8 (DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 LVL, PSL Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Concrete Block: Grade N-1 per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 r/ Mortar: Grout: Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi @ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 , Min. f'm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W ' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Batis & Threaded Rods: Steel Moment & Braced Frames: r 1~0~ ~ sf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) JOB 20-313 SHEET NO 2,. OF -----~uu/r:rrwcen,cn 'efu:n Ikf!fc £nJmeernrJ CALCULATED BY PSC DATE 9/1/20 CHECKBY _____ DATE ___ _ 3529 Coastview Ct -Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof {Vaulted) Roofing 15/32" Sheathing RoofFraming 5/8" Gyp. Bd. Insulation and Misc. loL = }:LL = Total Load = 2.2 Roof (wl ceiling) Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists !,DL = kLL = Total Load = 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls !,DL = 2,LL = Total Load = Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs@ 16" o.c. 5/8" Gypsum Bd. Misc. 6.0 psf 1.5 psf 2.8 psf 2.8 psf 1.9 psf 15.0 psf 20.0 psf 35.0 psf 6.0 psf 1.5 psf 2.8 psf 1.7 psf 12.0 psf 20.0 psf 32.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf 1.1 psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf I.I psf 2.3 psf 8.0 psf ~ QUJr;h.nJ'tehJ'Oh &llll 2fz~c £,Ju,eermJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 20-313 J OF -----PSC DATE 9/1/20 DATE SHEET NO CALCULATED BY CHECK BY SCALE --------- Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN} 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Bd. Tnsulation and Misc. IoL = !,LL= Total Load = 5.5 psf 2.3 psf 3.5 psf 2.8 psf 0.9 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = 1 IO mph Exposure Cat = B Ps = AKzt•l*Ps30 (ASCE 7-16-Equation 28.5-1) P = 26.6 psf P = 16.0 psf (*0.6 -ASD) 2.7 Seismic SMs = 1.256 Sos = (2/3) SMs S05 = 0.838 Sos Cs = (R/1) Cs = 0.129 USE: v= c.w0L V= 0.129 WoL ASD BASE SHEAR VASD-CsWOL 1.4 V Aso= 0.092 W DL (11.4.5) A= 1.00 Kzt = 1.00 (fig. 28.5. 1-Ps30 = (fig. 26.8-1) I = 26.6 psf 1.0 USGS APPLICATION s.= 1.047 s,= 0.380 F.= 1.20 Fv = 0.00 R = 6.5 l = 1.00 h0 = 25.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY s,<0.15 s, > 0.04 Ss >o.15 (11.6 ASCE 7-16) (1 l .4.2 ASCE 7-16) (fig. 28.5-1) (table 1.5-2) T. = C, * (hn)°-75 = 0.224 Ts = S0 i/S05 = 0 k = 1.0 ~qn. 12.8-1 Not OI Ta<0.5 Seismic Design Category: D 8/31/2020 U.S. Seismic Design Maps Wyckham 1367 Cynthia Ln, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1677209, -117.3414713 Ocarlsbad . Y Children's Garden . ~ ... : \ _ Buena Vista Way · .... Buena Pl Knowles Ave . fT1 3 :i 0 &. (/l ,,.. Buena Vistn Way OSHPD '?{',-/ ft The Enclave T at Buena Vista Kingdom Hall of 0 Jehovah's Witnesses Y Google $1.ratford L11 Map data ©2020 · Date Design Code Reference Document Risk Category · Site Class Type Value Ss 1.047 S1 0.38 SMS 1.257 SM1 null -See Section 11.4.8 : Sos D.838 . So, null -See Section 11.4.8 : Type Value 'SDC null -See Section 11.4.8 ' Fa 1.2 Fv null -See Section 11.4.8 PGA 0.46 FPGA 1.2 , PGAM 0.552 : TL 8 : SsRT 1.047 SsUH 1.168 ; SsD 1.5 S1RT 0.38 S1UH 0.419 S1D 0.6 PGAd 0.544 i CRs ' 0.897 https://seismicmaps.org Description 8/3112020, 12:41:19 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numenc seismic design valve a/ D.2 second SA Numeric seismic design value at 1.0 second SA 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) 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) Mapped value of the risk coefficient at short periods 1/3 +- 0 12 41 OJ MEMBER REPORT Roof Framing, (RR-1) Rafters 1 piece(s} 2 x 8 Douglas Fir-Larch No. 2 @ 16" OC Sloped Length: 15' 4 7/16" 14' All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Member Reaction (lbs) 348 @ 2 1/2" 3281 (3.50") Passed (11 %) •• 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 307 @ 10 3/8" 1631 Passed (19%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 1198 @ 7' 3 1/2" 1700 Passed (70%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.352@ 7' 3 1/2" 0. 747 Passed (L/509) -1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.631 @ 7' 3 1/2" 0.996 Passed (L/284) --1.0 D + 1.0 Lr {All Spans) • Deflection criteria: LL (L/240) and TL (L/180}. • Allowed moment does not reflect the adjustment for the beam stablllty factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NOS. 2 • Beveled Plate • OF 3.50" 3.50" 154 19'1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applfed to the member being designed. Bottom Edge (Lu) 15' 4' o/c •Maximum allowable bracing Intervals based on appUed load. PASSED + 0 Member Length : 15' 6 7/8" System : Roof Member Type : Joist Building Use : Residential Building Code : !BC 2018 Oesi~n Methodology : ASO Member Pitch : 4/12 Weyerhaeuser warrants that the s121ng of Its products wl/1 be In accordance with Weyerhaeuser product design ct1tet1a and pubUshed design values. Weyerhaeuser expressly disclaims any ()(her warranties related to the software. Use of this software Is not Intended to cirrumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responslble to assure that this calculation Is compatible with the overall project. Accessories {Rim Board, Blocking Panels and Squash Blocks) ar1! not designed by this software, Products manufactured at Weyerhaeuser faciities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product llteral\Jre and Installation details refer to www.weyerhaeuser.com/woodprooucts/document-llbrary. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Oper11tor Job Notes Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsa@gmall.com Wcyerh2eu.str 9/9/2020 3:48:25 PM lfTC ForteWEB v3.0, Engine: VB.1.3.1, Data: VS.0,0.0 File Name: Wyckham Page 1 / 1 ~lFORTE·m:m MEMBER REPORT Roof Framing, (RB-1) Hip Bm 1piece(s)31/2" x 111/4" 2.2E Parallam® PSL 0 12 2.831 Sloped length: 23' 8" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. *ciri£Reil!Ol:t$"<,i{,: i.,~\;:r ·,JtV~j-~ .. l;i~. h·;<~f».i~1lt'. _: .. it~!ilt ,:-:-•f~:;;;.,,,_ ~"t~_i; ;~r'~•t!ci!i1~1t· Member Reaction (lbs) 2643 @ 22' 8 15/16" 3281 {l.50") Passed (81 %) -1.0 D + LO Lr (Alt Spans) Shear (lbs) 2304@ 21' 10" 9516 Passed {24%) 1.25 1.0 D + 1.0 Lr {Alt Spans) Moment (Ft-lbs) 10564@ 14' 22463 Passed (47%) 1.25 1.0 D + 1.0 Lr {Alt Spans) Live load Defl. (in) 0.489 @ 12' 10 3/4" 1.052 Passed (L/516) --1.0 D + 1.0 Lr {Alt Spans) Total Load Defl. (in) 0.929 @ 12' 10 1/2" 1.403 Passed (L/272) --1.0 D + 1.0 Lr (Alt Spans) • Deflection a1ter1a: LL (lj240) and TL (L/180). • OVerhang deflection criteria: LL (2l./240) and TL (2l./180). • Allowed moment does not renect the adjustment for the beam stability factor. : > -~y . ·, ~ .. ~~: Blocking 2 -Hanger on II 1/4" SPF beam 3.50" Hanger' 1.50" 1231 1412 2&13 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bear1ng dimension Is equal to the width of the material that is supporting the hanger • 1 See c.onnector grid below for additional information and/or requirements. Top Edge (Lu) 23' 4' ofc Bottom Edge (Lu) 23' 4'' o/c •Maximum allowable bracing Intervals based on appUed load. 0 -Self Weight (PlF) o to 22' 8 15/16" N/A 12.3 1 • Tapered (Pl.fl 0 to 2' I 7/16" N/A 0.0 to 32.6 0.0 to 42.4 Generated from Roof Geometry 2 • Tapered (PLF) 2' I 7/16" to 22' 8 15/16" N/A o.o to 157.0 o.o to 206.2 Generated from Roof Geometry if->:}•·J,l'~•· PASSED r,/ .;. 0 Member length : 23' 7 1/16" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Member Pitch : 2.83/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the soltware. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jur1sdlctlon. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rlm Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadHtles are third-party certified to sustainable forestry standards. Weyerhaeuser Englnee,ed Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Uterature and Installation details refer to www.weyerhaeuser.0>1\lwood,oroducWdocument-llbrary. The product app!lcatlon, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Poul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmall.com Wi:ycrhaeuscr 9/9/2020 3:51:56 PM UTC ForteWEB v3.0, Engine: VB,1.3.1, Data: VB,0.0.0 File Name: Wyckham Page 1 / 1 MEMBER REPORT Roof Framing, (RB-2) Ridge Bm 1 piece(s) 4 x 12 Douglas Fir-Larch No. 1 Overall length: 14' 11" ... 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ;Daiari R'esuttr, 1",aj(,c:">fti · ,;\,k~,j ,&ica~':~t ;·1;:, ~,.:J'., :~tt;ii.r,;i!~~,.,;;,; \i-~( .~:'.~;,c~~>;,:f,> ~ .. ; yf!l• Member Reaction (lbs) 2612 @ 14' 9" 7656 (3.50") Passed (34%) ·· 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2002 @ 13' 8 1/4" 5906 Passed (34%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 7176@ 8' 6 5/16" 8459 Passed (85%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Def!. (in) 0.209@ 7' 8 3/4" 0.729 Passed (L/836) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.381 @ 7' 8 5/8" 0.972 Passed (L/460) -1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/240) and TL (l/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. Top Edge (Lu) Bottom Edge (Lu) 14' 11" o/c •Maximum allowable bracing Intervals based on applied load. PASSED 1/ ... 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code: !BC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerha~ warrants that the sizing of Its products will be In accordance with Weyerhaeuser product de.sign criteria and pub!shed design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a de.sign professional as determined by the authority having Jurlsdlctlon. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Scuash Blocks) are not designed by this software. Products manufact!Jred at Weyerhaeuser tacillties are th/rd-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product lrterature and Installation details refer to www. weyerhaeuser .comfwo<>dproducts/document-1/brary. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Englneertng (760) 207-1885 A pau/.pcsd@gmall.com Wcy,rlueuser 9/9/2020 3:56:07 PM UTC ForteWEB v3.0, Engine: VB.1.3.1, Data: VB.0.0.0 File Name: Wyckham Page 1 / 1 MEMBER REPORT Roof Framing, (RB-3, ) Ridge Bm 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 22' 1 1/2" .,. 0 12· 9" s· 6" 1-----------------Y l'-1, __________ __,~ 1 1 ITl ~ llil All locations are measured from the outside face of le~ support (or le~ cantilever end). All dimensions are horizontal. ~--tta~il~~-??Y~i-tt-: $~;:p:~--;~~-<f :',-_;;,,,,~,;/.&, ~!flt·,:.:!{;: 1:-~:,' /fi.,Qf'f 't/4:.,i'.~:(Piitt.m)f,Mt);c;.: Member Reactlon (lbs) 11207 @ 13' 2 1/4" 12031 (3.50") Passed (93%) -1.0 0 + 1.0 Lr (All Spans) Shear (lbs} 1572@ 12' 3" 7402 Passed (21 %} 1.25 1.0 o + 1.0 Lr (All Spans) Moment (Ft-lbs) -4391 @ 13' 2 1/4" 11634 Passed (38%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. {In) 0.102@ 5' 10 3/16" 0.651 Passed (L./999+) --1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 0.189@ 5' 10 1/16" 0.868 Passed (L./827) --1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: Ll (l/240) and TL (l/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calrulations are based on NDS. 1 ·Column· DF 3.50" 3.50" 1.50" 953 1138 2091 Blocking 2 -Column -DF 3.50" 3.50" 3.26' 4994 6213 11207 Blocking 3 -Column -DF 3.50" 3.50' 1.50' 513 761 1274 Blocking • Blocking Panels are assumed tn carry no loads applied directly above them and the full load Is applied to the member being designed. Top Edge (Lu) 22' 2" o/c Bottom Edge (Lu) 22' 2' o/c •Maximum allowable bracing intervals based on applied load. 0 • Self Weight (PLF) o to 22' 1 t /2" N/A 13.2 1 • Tapered (PSF) o to 13' 3" (Front) 14' 6" to 1' 9" 15.0 20.0 Default Load 2 • Tapered (PSF) 13' 3" to 22' 1" (Front) 1' 9" to 14' 6" 15.0 20.0 Default Load 3 • Point (lb) 13' 3" (Front) N/A 3476 4635 ,"{~t + 0 System : Roof PASSED &/ Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuse< warrants \hat \he s11;ng ot Its p,oducts will be in occordimce 'ffllh W_haeu,..,. p,oduct <lesl9n crile<lo ~i,d poo!iShed ~n ..alue,,. W"1ert\"""5ef e)Cjl<es61y dlsdalms """I other omrrootles related to the sol\ware. Use of this software Is not Intended to draimvent the need for a design p,ofess\onal as determined by the authortty having Jurtsdlctlon. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall p,oject. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyemaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluat!on reports ESR-1153 and ESR-1387 and/a, tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser p,oduct literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support information hove been provided by ForteWEB Software Operator forteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmall.com A Weyerhaeuser 9/28/2020 5:13:41 PM VTC ForteWEB v3.0, Engine: VB.1.3.1, Data: V8.0.0.0 File Name: Wyckham Page 1 / 1 0 MEMBER REPORT Roof Framing, (RB-4) Hdr Bm 1 piece(s) 3 1/2" x 9 1/2" 2.2E Parallam® PSL Overall Length; 8' 7" PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. b~ri . ....,ttiii.\.!:t-•rt'):1" ✓•;~:~~~t,.O ~-:~?5:-'.' ,:;;i,•):~~c,, ·:v: Member Reaction (lbs) 4123@ 2" 7656 (3.50") Shear (lbs) 3998@ 1' 1" 8035 Moment (Ft-lbs) 15945 @ 4' 3 1/2" 16321 Live Load Defl. (in) 0.183@ 4' 3 1/2" 0.412 Total Load Den. (in) 0.339 @ 4' 3 1/2" 0.550 • Deflection crttena: LL (L/240) and TL (l/180). • Allowed moment does not reflect the adjustment for the beam stability factor. ;~ ~:}:Xi:t,:.t~;<i,; ;~.;-, Passed (54%) -- Passed (50%) 1.25 Passed (98%) 1.25 Passed (l/541) - Passed (l/292) -- '~}. .. ~·· ' ". C'-atti!ml ,n:1.r;,>1;;( .. 1, .. 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) System : Roof Member Type : Drop Beam Building Use : Residentlal Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Top Edge (Lu) 6' ◄" o/c Bottom Edge (Lu) 8' 7" o/c •Maximum allowable bracing Intervals based on appUed load. l -Uniform (Plf) 2 -Point (lb) Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculatlon Is compatible with the overall p,oJect. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllitles are third-party certlfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Procucts have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with apl)licable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.oom/woooproducts/document-llbrary. The product application, input design loads, dimensions and support information have been p,ovlded by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Olrlstenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmail.com \Veyerh,cuser 9/11/2020 5:10:05 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: va.o.o.o File Name: Wyckham Page 1 / 1 ... 0 MEMBER REPORT Roof Framing, (RB-5) Hdr Bm 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 O.,erall Length: 8' r PASSED 0 Alf locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. \Desfaii-Resolts;;-: ,1,?;t.1f:., t~}:l1r·~•Jt~.i:P~:iltJalii;i, .. ,,,,,'if ~ti.ri;: Member Reaction (lbs) 1794@ 2" 7656 (3.50") Shear (lbs) 1653@ 1' 2 3/4" 5906 Moment (Ft-lbs) 6345 @ 4' 3 1/2" 7614 Live Load Oefl. (in) 0.048 @ 4' 3 1/2" 0.412 Total Load Oefl. (in) 0.097 @ 4' 3 1/2" 0.550 • Deffectlon criteria: LL (L/240) and TL (l/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. J:1~n:\11~\i:.•t:--~-~:,:r ~)~.,; Passed (23%) - Passed (28%) 1.25 Passed (83%) 1.25 Passed (L/999+) -- Passed (L/999+) -- ·~t~n\is~.(P.~J»'·•;\'•f,;:~:;IV:: 1.0 0 + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) LO O + 1.0 Lr (All Spans) 1.0 0 + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr {All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Member Pitch : 0/12 • Blocking Panels are assumed to carry no loads applied directly above u,em and the f\Jll load Is applied to the member being designed. Top Edge (Lu) Bottom Edge (Lu) 8' r o/c •Maximum allowable bracing Intervals based on apptted load. Weyerhaeuser warrants that the sizing of Its products wfll be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is oompatible with the overall project, Accessories (Rim Board, Blocking Panels and Squash Blocks) ar<e not designed by this software. Products manufactured at Weye<haeuser rad~\ies are thi<d-i>aft'I certi!led to sustainable f0<e,,try stand0<ds. Weye<h_,.... Engi,_.ed Lumbe, l'roduc\5 ha~ bee.<\ "'1>1uated "'t \CC'res under ""'olu,,lion <"?')<Is ESll-1153 and ESR-1387 and/Of tested In accordance with applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser product literature and lnstallatlon details refer to www.weyerhaeuser.rom/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Note,, Paul Olrlste!lson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeus.er 9/11/2020 5:12:40 PM UTC ForteWEB v3.0, Engine: VB.1.3.1, Data: VB.0.0.0 File Name: Wyckham Page 1 / 1 ~l"'UH It. W:J .. 0 MEMBER REPORT Roof Framing, (RB-6) Hdr Bm 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 Overall Length: 16' 7" . ' All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Deslayj;~~4it1i-J &1'11? ~i'ti'.~ft'-~ci,!;~::fi. l~~'~ii~, .. f{F~ ·~·.·J•;;:~~:~I~t,i1 ,{,t.M;f -~r·, .. ,,'t.1·~•r;·•-'- PASSED \bAj .C~l · __ ;;;f ,itt.~~~ ·41J~; System : Roof Member Reactlon (lbs) 1237@ 2" 12031 (3.50") Passed (10%) --1.0 D + 1.0 Lr (All Spans) Member Type : Drop Beam Building Use : Resldentlal Butlding Code : !BC 2018 Design Methodology : ASD Member Pitch : 0/12 Shear (lbs) 1142 @ 1' l" 7402 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 2497 @ 7' 10 5/16" 5429 Passed (46%) 0.90 LO D (All Spans) Live Load Defl. (in) 0.093 @ 7' 11" 0.813 Passed (lj999+) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.329 @ 8' 1 1/4" 1.083 Passed (lj594) --1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/240) and n (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applleable calculations are based on NOS. 1 -Column -OF 3.50' 2 -Column -Of 3.50" 3.50" I.SO" • Bloddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Top Edge (Lu) 16' 7" o/c Bottom Edge (Lu) 16' 7" o/c •Maximum aHowable bracing Intervals based on applied load. Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of thls software ls not Intended to circumvent the need for a deslQn professional as detl!rmlned by the authority having jwisdlctJon_ 1he designer of record, builder or framer ls responsible to assure thait this calculation is compatible with the overall project. Accessories (RJm Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufacb.Jred at Weyerhaeuser facilities are third-party certifled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reportS ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser product literature and Installation details refer to www.weyemaeuser.com/woodproducts/document-llbrary. Toe product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Paul Christensori PCSD Engineering (760) 207-1885 paul.pcsd@9mall.com JobNote5 Weyerhaeuser 12/16/2020 4:57:47 PM VTC ForteWEB v3.1, Engine: VS.1.5.1, Data: VB.0.1.0 File Name: Wyckham Paae 1 / 1 MEMBER REPORT Floor Framing, (FJ-1) Fir Jst PASSED 1 piece(s) 2 x 12 Douglas Fir-Larch No. 2 @ 16" OC Overall Length: 17' 1 O" + + 0 0 All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. J>'.eiJn·Reailtta,:.:,,;~x,:,~,,-,,:· r.K-~ro 1,,ocliibi M%i ~iii~~;(;/) '.'~~-t~/~:•_1-;;.,1t·t'-~ Member Reaction (lbs) 646@ 2 1/2" 2109 (2.25") Passed (31 %) Shear (lbs) 564@ 1' 2 3/4" 2025 Passed (28%) Moment (Ft-lbs) 2781@ 8' 11" 2729 Passed (102%) Live Load Deft. (in) 0.388 @ 8' 11" 0.435 Passed (L/539) Total Load Def!. (in) 0.533@ 8' 11" 0.871 Passed (L/392) TJ-Pro'" Rating N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for t,e beam stability factor. • A 15% Increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculatlons are based on NOS. • No composite actlon between deck and joist was considered in analysis. Bottom Edge (Lu) 17' 8" ,,;c •Maximum allowable bracing Intervals based on appMed load. :..1\Diit;, .. 1.00 1.00 .. .. .. \cia!l~~l.~l';:\t.,);··,:d,{,t 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Desi9n Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design critena and pubfished desJgn values. Weyerhaeuser expressly disclaims any other warrantJes related to the software. Use of this software is not Intended to drrumvent the need for a design proresslonal as determined by the authority having Junsdlction. The designer of record, builder or framer Is responsible to assure that this calrulation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks} are not designed by this software. Products manufacbJred at Weyerhaeuser facilities are third-party certified to sustal1,able forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM stand,,rds. For rurrent code evaluation reports, Weyerhaeuser product literature and installation details re(er to www.weyerhaeuser.oom/woodproducts/document•llbrar1. The product application, Input design loads, dimensions end support information have been provided by ForteWEB Software Operator ForteWEB Software Operator J<>t1 Notes Paul Olristenson PCSD Engineering (760} 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 9/22/2020 1:57:22 PM UTC ForteWEB v3.0, Engine: va.1.3.1, Data: va.o.o.o File Name: Wyckham Page 1 / 1 ~!FORTE'ml MEMBER REPORT Floor Framing, (FJ-2) Fir Jst 1 piece(s) 2 x 12 Douglas Fir-Larch No. 2 @ 16" OC Overall Length: 16' 11" 0 All locations are measured from the outside face of left support (or le~ cantilever end). All dimensions are horizontal. DiifartJltliiffs 1(;,:;,i'Ji,:;,f ,;~?~'.oi~;f;i,,: :st1s~;'.(t', .. rlMiJiltf{'~i:J:~J j! ?,b)iikf :~r~t~>",!;fl,~~\''1:•zj\ Member Reaction (lbs) 538@ 2 1/2" 2109 (2.25") Passed (26%) --1.0 D + 1.0 L (Alt Spans) Shear (lbs) 458 @ 13' 8 1/4" 2025 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1921 @ 7' 5 3/8" 2729 Passed (70%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (In) 0.190@ 7' 5 7/8" 0.364 Passed (L/922) --1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.257 @ 7' 5 11/16" 0.728 Passed (L/680) -1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A -N/A • Deflection criteria: LL (IJ480) and TL (L/240). • Overhang deflection criteria: LL (2L/480) and TL (21J240). • Allowed moment does not refiect the adjustment for the beam stability factor. • A 15% Increase In the moment capacity has been added to account for repetitive member usage. • Applicable calc\Jlations are based on NDS. • No composite action between deck and joist was considered In analysis. 2 -Srud wall -Of 3.50" 3.50" 1.50" 192 58 646 Blocking • Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. • Blocking Panels are assumed tn carry no loads applied directly above them and the full load Is applied to the member being designed. 16' 10" o/c •Maximum allowable bracing Intervals based on applied load. PASSED 0 System : Floor Member Type : Joist Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products w/11 be in accordance with Weyerhaeuser product design criteria and pubHshed design values. Weyerhaeuser expressly disclaims any other warranties related to the son.ware. Use of this son.ware Is not Intended to circumvent the need for a design proressional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this soltware. Products manufactlJred at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details rerer to www.weyerhaeuser.com/woodproducts/document-ibrary. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Note5 Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmall.com Wtyerhaeu~ 9/22/2020 1:59:57 PM lfTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 FIie Name: Wyckham Page 1 / 1 :.d1 run I c ~ MEMBER REPORT Floor Framing, (FJ-3) Fir Jst 1 piece(s) 2 x 12 Douglas Fir-Larch No. 2 @ 16" OC 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Member Reaction (lbs) 1266@ 4' 1 3/4" 3281 (3.50") Passed (39%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 598 @ 3' 3/4" 2025 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -2116@ 4' 1 3/4" 2729 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.079@ 0 0.207 Passed (2L/999+) --1.0 D + 1.0 L (Alt Spans) Total Load Def/. (In) 0.231 @ 0 0.415 Passed (2L/432) --1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A --N/A • Deflection criterla: LL (l./480) and TL (l./240). • Overhang deflection criteria: LL (2L/480) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% Increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NOS. • No composite action between deck and Joist was considered In analysis. l -Stud wall 2 -Stud wall -OF 3.50' 3.50" 1.50" -25 295/-63 -10 • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Bottom Edge (Lu) 6' o/c •Maximum allowable bracing Intervals based on applied load. PASSED + 0 System : Floor Member Type : Joist Building Use : Residential Building Code : lBC 2018 Design Methodology : ASO Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsdalms any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manuractured at Weyerhaeuser racllitles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In aa:ordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation detafls refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product applicatlon, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 2/23/202110:39:24 PM VTC ForteWEB v3.1, Engine: VB.1.5.1, Data: VB.0.1.0 File Name: Wyckham P:anP 1 / 1 0 MEMBER REPORT Floor Framing, (FB-1) Fir Bm 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Overall Length: 8' 7" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. D&fiift)~}ts\·;4i;r<'~t~it .'.~;JActill,t,i,to~~ic1<i'.;.J~ -.,,.;-~~< (,$;'.c; ~•t i<-.~ t\\t:, ~ilrwf -~i~ua,i.,.c~>i,,,:,.-J;;:/:nle Member Reaction (lbs) 2108@ 2" 7656 (3.50") Passed (28%) -1.0 D + 1.0 L (All Spans) Shear (lbs) 1504 @ 1' 2 3/4" 4725 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4179@ 4' 3 1/2" 6091 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.055 @ 4' 3 1/2" 0.275 Passed ( L/999+) --1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.077 @ 4' 3 1/2" 0.412 Passed (L/999+) --1.0 D + 1.0 L (All Spans) • Deflection crit,,ria: LL (l/360) and n (IJ240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Appllu1ble calculations are based on NOS. 2 -Column -Of 3.50" 3.50" 1.50" 606 1502 2108 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Top Edge (Lu) 8' r o/c Bottom Edge (Lu) 8' r o/c •Maximum allowable bracing Intervals based on applied load. PASSED H/ 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code: !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be in accordance With Weyerhaeuser product design criteria and published design values. Weyemaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design p,ofessional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is cornpatlble with the overall project. Accessories (Rim Board, Bloddng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Ern,lneered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproduct:s/document-library. The product appllu1tlon, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator forteWEB Software Operator Job Notes Paul Oirlstenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeus,r 9/23/2020 7:10:30 PM UTC ForteWEB v3.0, Engine: VS.1.3.1, Data: va.o.o.o File Name: Wyckham Page 1 / 1 + 0 MEMBER Rf PORT Floor Framing, (FB-2) Fir Bm 1 piece(s) 5 1/4" x 111/4" 2.2E Parallam® PSL Overall length: 22' 8" .. 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizont.al. ·b.e$1ai'FReiultll~:·,,b\ii¾f,·'; if~j, t:oc.tldo'1:li} -~-~~~•.:~;~;'·\ Member Reaction (lbs) 3079@ 22' 6" 11484 (3.50") Shear (lbs) 2955@ 21' 5 1/4" 11419 Moment (Ft-lbs) 14344@ 13' 5/8" 26955 Live Load Defl. (In) 0.622@ 11' 11 7/8" 0.744 Total Load Defl. (in) 0.940 @ 11' 11 5/16" 1.117 • Dellectlon criteria: LL (LJ360) and Tl (IJ240). • Allowed moment does not reflect the adjustment for the beam stability factor. :'R~i~t~,~,~~ef.~~~ .;(\pl(/,; Passed (27%) -- Passed (26%) 1.00 Passed (53%) 1.00 Passed (L/431) -- Passed (L/285) .. :~i ~~'.<'-~~,; ff .:i/'1:A 1.0 D + 1.0 l (All Spans) 1.0 D + 1.0 l (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (AU Spans) 1.0 D + 1.0 L (All Spans) ,)i;(.t System : Floor Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASO • Blocking Panels are aSS1Jmed to carry no loads applied directly above them and the full load Is applied to the member being designed. Top Edge (Lu) Bottom Edge (Lu) •Maximum allowable bracing Intervals based on applied load. I -Uniform (PSF) 2 -Point (lb) 3 -Point (lb) Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to drrumvent the need for a design professional as determined by the authority having Jurlsdlctlon. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are thlrd-party certified to su.-tainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by 11:C·ES under evaluatlon reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For rurrent code evaluation reports, Weyerllaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/dorument-llbrary. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 9/23/2020 7:17:57 PM VTC ForteWEB v3.0, Engine: VB.1.3.1, Data: VB.0.0.0 File Name: Wyckham Page 1 / 1 0 MEMBER REPORT Floor Framing, (FB· 3) Fir Bm 1piece(s)31/2" x 111/4" 2.2E Parallam® PSL Overall Length: 15' All locations are measured from the outside face of left: support (or left: cantilever end). All dimensions are horizontal. :~an Rei.itts:·1,.)-~-~,.),\;i ,,:.,;~p ~~-';::;,-¼\l~;°~:; ~~It--,·:;;' •, .. ,., ?~~ '~~~·:cP~,)~~-~.{'i~~~:~ ~:-.<_) Member Reaction (lbs) 2774@ 2" 7656 (3.50") Passed (36%) .. 1.0 D + 1.0 L (All Spans) Shear (lbs) 2319@ 1' 2 3/4" 7613 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 9944@7' 6" 17970 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.315 @7' 6" 0.489 Passed (L/559) .. 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.448@7' 6" 0.733 Passed (L/393) .. 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (l/360) and TL (L/240). • Allowed moment does not renect the adjustment for the beam stabillty factor. ~ • ~~~Cite) -~Z~ 'l\)~:; •• ,••. ~ ••• ~\~~~~;f! --•:.;:h 2 • Column • OF 3,50" 1.50" 824 1950 • Blocl<ing Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Top Edge (Lu) Bottom Edge (Lu) 15' o/c •Maximum allowable bracing Intervals based on applied load. PASSED ''I + 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASO ,-,.~· -,I-\ &\i;'.-~(~~t/11;.;.\1fJ);,~)-i~->! Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and pubHshed design values. Weyerhaeuser expressly dlsdalms any other warranties retated to the software, Use of this software 15 not intended to drrumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, bulkfer or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluatlon reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code eva!Uatlon reports, Weyerhaeuser product Hterature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product appllcatlon, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Paul Christenson PCSO Engineering (760) 207-1885 paul.lX5d@gmall.com Weyerhaeuser 9/23/2020 7:21:09 PM lfTC ForteWEB v3.0, Engine: VB.1.3.1, Data: VB.0.0.0 File Name: Wyckham Page 1 / 1 MEMBER REPORT Floor Framing, (FB-4) Hdr Bm 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length: 6' 7" All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. .Pesfilrt-'Resil)t.~~t1-"'½k-:s·f1.~.,:~ :t·~#cl,i~f:R :~ii:~~w.,i:; '. ,l\eflil~ .. :;_1,t": •:'.',; /1.P,1" f 1"'"'1~~ (~1_,,;/?1ir;:i~.:i-:t,· Member Reaction (lbs) 2988 @ 2" 7656 (3.50") Passed (39%) -1.0 D + 1.0 L (All Spans) Shear (lbs) 2523 @ 1' 3/4" 3885 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4225 @ 2' 6 1/8" 4492 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.053@ 3' l 7/8" 0.208 Passed (L/999+) ·-1,0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.080 @3' 2" 0.313 Passed (L/940) --1.0 D + 1.0 L (All Spans) • Deflection aiterla: LL (L/350) and TL (L/240), • Allowed moment does not renect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Blocklng 2 -Column -DF 3.50" 3,50" 1.50' 788 1466 99 2353 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed, Top Edge (Lu) 6' 7• o/c Bottom Edge (Lu) 6' 7° O/C •Maximum allowable bracing lnte,vals based on applied load, 1 -Uniform (PLF) 170,0 250,0 30,0 2 -Uniform (PLF) 195.0 350.0 30,0 3 -Point (lb) 491 1311 + 0 System : Floor PASSED \1{ Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : A50 Weyerhaeuser warTants that the sizing of Its products will be In accordance with Weyerhaeuser prnduct design criteria and published design values, Weyerhaeuser expressly dlsdalms any other wam1ntles related to the software. Use of this software Is not Intended to drrumvent the need for a design professional as determined by the authority having Jurtsdlctlon. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product Uterature and Installation details refer to www,weyerhaeuser,com/woodproducts/document-!lbrary, The product appllcatfon, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-18B5 A paul.pcsd(!llgmall.com Weyerhaeuser 9/23/2020 7:28:49 PM UTC ForteWEB v3.0, Engine: VS.1.3.1, Data: VS.0.0.0 File Name; Wyckham Page 1 / 1 MEMBER REPORT Floor Framing, (FB-5) Hdr Bm 1piece{s)31/2" x 9 1/2" 2.2E Parallam® PSL Overall Length: 11' 1" .,. 0 ill ~ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ~ah'~&.f6;1d'.j,·.,;,· :;;~}Actuait j ;b;'.~tl;ilw :}>: I\/. ,.;; _ _,;';;.J :>'{,;,, jt..,att { .J~'t~' -r~ Y~). ~f~S·: -~~lt'.ilmliina~ ,(~11)'~;,;'.g~~-~;\V~.1~ Member Reaction (lbs) 5273@ 2" 7656 (3.50") Passed (69%) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 4843@ l' l" 8035 Passed (60%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) 7881 @ 4' 11 5/16" 13057 Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.199@ 5' 3 11/16" 0.358 Passed (L/649) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Deft. (in) 0.371 @ S' 3 7/16" 0.538 Passed (L/348) --1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflection oiterta: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. 1 -Column -DF 3.50" 3,50" 2.41" 2512 1469 2213 6194 Blodcing 2 -Column -DF 3.50" 3.50" 1.50" 1243 1469 520 3232 Blocklng • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Top Edge (Lu) 11' 1• o/c Bottom Edge (Lu) 11' l"o/c •Maximum allowable bracing Intervals based on applied load, 0 System : Floor Member 'Type : Drop Beam Building Use : Residential Building c.ode : IBC 2018 Design Methodology : ASD Weyemaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurlsdlctlon. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlltles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluatfon reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product Hterature and Installation details refer to www.weyemaeuser.com/woodproducts/doaiment-llbrary, The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Softwan, Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 9/24/2020 6:56:22 PM UTC ForteWEB v3.0, Engine: va.1.3.1, Data: va.o.o.o File Name: Wyckham Page 1 / 1 ,. 0 MEMBER REPORT Floor Framing, (FB-6) Hdr Bm 1 piece(s} 4 x 10 Douglas Fir-Larch No. 2 O,,erall Length: 9' 7" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ~l'il.c,J,..,-Reial~\1,,l.}I1'k; ;\l:\~lpj:o'c,!1~ ,,{,/, •:'}~i,j(,' ;~Jt. f/.:1~ 0t;/,~-:~, -~:. 1.L~,~; ·:t:oiiii1 . ',, ·, . '.':c~ri>: Member Reaction (lbs) 2007 @9' S" 7656 (3.50") Passed {26%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1839 @ 8' 6 1/4" 4856 Passed (38%) 1.25 1.0 D + 1.0 Lr {All Spans) Moment (Ft-lbs) 4978 @6' 7" 5615 Passed {89%) 1.25 1.0 D + 1.0 Lr {All Spans) Live Load Defl. {In) 0.078@ 5' 1 7/8" 0.308 Passed (L/999+ J --1.0 D + 1.0 Lr (All Spans) Total Load Oefl. {In) 0.183 @ S' 13/16" 0.463 Passed (L/606) -1.0 D + 1.0 Lr (All Spans) • Deflection criteria: ll (l/360) and TL (l/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS, 192 459 1502 Blocking 2 -Column -DF 3.50" 3.50" 1.50" 1150 192 858 2200 Blocking • Blocking Panels are assumed to cany no loads appHed directly above them and the full load Is applied to the member being designed. Top Edge (Lu) 9' 7' o/c Bottom Edge {Lu) 9' r o/c •Maximum allowable bracing lntenials based on applied load. ,: \r.,.{,~rJ-..l:, PASSED \ 1/ + 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and pubUshed design values. Weyerhaeuser expressly disclaims any other warranties relared to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurtsdlctlon. The designer of record, builder or framer Is responsible to assure that this calculatlon is compatible with the overall project. Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Products manufactlJred at Weyerhaeuser facilities are third-party certif,oo to sustainable fo,reruy standards. Wey<e<i-r Engi"°"'ed LumbeK Products t\a~e bee,\ ~eel t>,-tee-es ur.<lef e,,>lu>tio<\ •~ ESl>.-t \53 ""'1 ESl>.-1387 and/or tested In accordance with appllcab!e A5TM standards. For rurrent rode evaluation reports, Weyerhaeuser product literature and lnstallatlon details refer to www.weyerhaeuser .oorn/woodproducts/document-llbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul,pcsd@gmail.com Weycrha~uscr 9/24/2020 7:12:43 PM UTC ForteWEB v3,0, Engine: V8.1.3.1, Data: va.o.o.o File Name: Wyckham Page 1 / 1 MEMBER REPORT Floor Framing, (FB-7) Deck Bm 1 piece(s) 6 x 6 Douglas Fir-Larch No. 2 Overall Length: 6' 1 O" 0 All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. l'.Psian-«ewlb~•-.;,;;:.,j,:\f.:._-/.-:;i~,:. ~':'i': ,:1c¥;>~,.· ;_ ;i\~li t?,.fiJ.i0,>~ •· ~.11~\ ~; ~~ c~i", :~:::,•\Wik : Member Reaction (lbs) 667@ 2" 12031 (3.50") Passed (6%) -1.0 D + 1.0 L (All Spans) Shear {lbs) 520 @ 9" 3428 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1031 @ 3' 5" 1733 Passed {59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. {in) 0.061 @ 3' 5" 0.217 Passed {l./999+) --1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.079@ 3' 5" 0.325 Passed (l/986) --1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • Allowed moment does not reftect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either Installation, 513 667 Blocking 3.50" I.SO" 154 513 667 Blocking • Blocklng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. •Maximum allowable bracing Intervals based on applied load. I -Uniform (PSF) w ' PASSED io( + 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASO Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and pubfished design values. Weyerhaeuser expressly dlsdalms any olt>er warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculatlon Is compatible with the overall project. Accessories (Rlm Board, Blocklng Panels and Squash Blocks) are not designed by this software. Products manuractu~ at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Ell<Jineered Lumber Products have been evaluated bv ICC-ES under evaluation ret>Orts ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product llterature and installaHon details refer to www.weyemaeuser.com/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Soltware Operator forteWEB Softwere Operator Jot, Not"" Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 9/25/2020 3:43:30 PM UTC ForteWEB v3.0, Engine: VB.1.3.1, Data: va.o.o,o File Name: Wyckham Page 1 / 1 ~lFORTE'mJ MEMBER Rf PORT Floor Framing, (FB-8) Deck Bm 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2 Overall Length: 6' r 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ·b~t11~lti~:i:·•,c..x,t" 1 :1~~.,i:+:1.ot1i~1;t;:,, "'":·~-~iili-.. 11 --ttit ,1: ·A'"~; : rl.J?I"< ~r~ (f'.~l i'i.:.:t•' s,~~ . Member Reaction (lbs) 1767 @ 4' 5 1/4" 12031 (3.50") Passed (15%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 845 @ 3' 8" 4675 Passed (18%) 1.00 1.0 D + 1,0 L (All Spans) Moment (Ft-lbs) 1156 @ 2' 3" 3222 Passed (36%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Deft. (In) 0.012@2' 3 5/8" 0.142 Passed (L/999+) -1.0 D + 1.0 L (Alt Spans) Total Load Defl, (in) 0.D15@ 2' 3 1/2" 0.214 Passed (L/999+) -1.0 D + 1.0 L (Alt Spans) • Denection criteria: LL (l/360) and Tl (l/240). • Overhang deflection criteria: LL (2l/360) and Tl (2l/240). • Allowed moment does not reflect the adjustment fo, the beam stability factor. • Applkable calculations are based on NDS. I -Column • DF 3.50' 3.50" 1.50" 289 2 -Column -DF 3.50' 3.50" 1.50" 446 1321 Blocking • Blocking Panels are assumed to carry no loads appHed directly above them and the full load is applied to the member being designed. Bottom Edge (Lu) 6' 7' o/c •Maximum allowable bracing lntenr.,ls based on applied load. 0 • 5elf Weight (PLF) o to 6' 7' N/A 10.4 1 • Uniform (PSF) Oto ◄' 7" (Front) S' 9" 15,0 40.0 2 -Uniform (PSF) O to 6' 7" (Front) 2' 9" 15.0 60.0 PASSED U/ .. 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the slllng of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software is not intended to cira,mvent the need for a design professional as determined by the authority having jur1sdlctlon, The designer of record, builder or framer Is responsible to assure that this calculatlon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyemaeuser facilities are third-party certified to sustainable forest,y standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR-1153 and ESR-1387 and/Of' tested In acco,dance with applicable A5TM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refe, to www.weyerhaeuser.com/woodproducts/document·llbrary. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmail.com Weyerhaeuser 9/25/2020 3:47:08 PM UTC ForteWEB v3.0, Engine: VS.1.3.1, Data: va.o.o.o File Name: Wyckham Page 1 / 1 ~IFORTE"l!m MEMBER REPORT PASSED Floor Framing, ~of (FBJ{) fLR Bm 2 piece(s) 2 x 12 Douglas Fir-Larch No. 1 ri{ Overall Length: 1S' 2" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Member Reaction (lbs) 895 @ 2" ·· 1.0 D + 1.0 L (All Spans) 6563 (3.50") Passed (14%) Member Type : Drop Beam Building Use : Residential Building Code : JBC 2018 Oeslgn Methodology : ASD Shear (lbs) 811 @ l' 2 3/4" 1.00 1.0 D + 1.0 L (All Spans) 4050 Passed (20%) Moment (Ft-lbs) 2748 @ 6' 9/16" 5273 Passed (52%) Live Load Deft. (in) 0,114@ 7' 3 1/8" 0.494 Passed (l./999+) •• 1.0 D + 1,0 L (All Spans) Total Load Oefl. (in) 0.181 @ 7' 3 5/8" 0.742 Passed ( L/982) 1.0 D + 1,0 L (All Spans) • Deflection criteria: ll. (LJ360) and TL (LJ240). • Allowed moment does not reflect the adjustment for the beam stablllty factor. • Applicable calcui,,tions are based on NOS. •Maximum allowable bracing Intervals based on applied load. 1 · Uniform (Plf) 2 • Point (lb) Weyerhaeuser warrants that the sizing or Its products wfll be In accordance with Weyerhaeuser product design criteria and pubffshed design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to clraimvent the need for a design professional as determined by the authonty having Jurlsdlctlon. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufoctured at Weyemaeuser fadfities are third-party certified to sustatnable forewy stand0<ds. W"'l<!f"-ise< Er,gi"°"'ed Lumbe< P1oducts ha'le bee<\ """"'aled b>f lCC-ES unde< ~alua\loo ,~ ESR· 1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 9/28/2020 4:54:05 PM UTC ForteWEB v3.0, Engine: va.1.3.1, Data: va.o.o.o File Name: Wyckham Page 1 / 1 MEMBER REPORT Floor Framing, (FB-10) Hdr Bm 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 + 0 Overa II Length: 9' 11 " All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. 'Desian{l\eiillti :;;?,t,;it h,: ),::•·~:oloa~: ~".\ .j~~~~·!J.:~ Member Reaction (lbs) 4998@ 2" 12031 (3.50") Shear (lbs) 3381@ 8' 10" 5922 Moment (ft-l!Js) 910J@ S' 2 7/16" 9307 Live Load Defl. (in) 0.131 @ 4' 8 3/4" 0.319 Total Load Defl. (in) 0.288 @ 4' 10 15/16" 0.479 • DeOectfon crtterla: LL (L/360) and TL (L/240). • NI owed moment does not renect the adjustment for the beam stability factor. , -968 lbs upritt at support located at 2". Strapping or other restraint may be required. • Applicable calculations are based on NOS. 1 • Column • OF 3.SO" 3.50" 1.50" 2 • Column -OF 3.50" 3.50" 1.50" ~\1i~f:~~ -);:•;r<t;t Passed (42%) Passed (57%) Passed (98"/o) Passed (L/880) Passed (L/400) 2100 1636 2522 1636 --t ~-~· ' \~Ii" ~;·.~~.(~) :_,~~,~,:'t;-,>:--:. ;;ll'- --1.0 D + 0.525 E + 0.75 L + 0.75 S (All Soans) 1.00 1.0 D + 1.0 L (All Spans) l.00 1.0 D + l.O l (Alf Spans) 1.0 D + 0.525 E + 0.75 L + 0.75 S (All --Soans) --1.0 D + 0,525 E + 0.75 L + 0.75 S (All Soans) 555 3183/-3183 7474I· Block!ng 3183 1119 552/-552 5829/-Blod<ing 552 , Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Top Edge (Lu) 9' 11' o/c Bottom Edge (Lu) 9' 11" o/c •Maximum allowable bracing intervals based on appied load. 0 • Sefr Weight (PLF) 0 to 9' 11" N/A 1 -Uniform (Plf) 0 to 9' 11" (Front) N/A 375.0 330.0 65.0 2 • Point (lb) 1' 7" (Front) N/A 3735 3 • Point (lb) 7' 7" ( Front) 1-1/1\ 771 1019 PASSED .. 0 System : Fioo, Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and pubnshed design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Use of this so!tware Is not Intended to drrumvent the need for a design professional as detenmlned by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calrulatlon Is compatible with the overall project. Accessories (Rim Board, 8/od<ing Panels and Squash Blocks) are not designed by this so!tware. Products rranufacllned at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluat!on reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document~lbrary. The product application, Input design loads, dimensions and support lnfonmat/on have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Englneertng (760) 207-1885 A paul.pcsd@gmail.com Weyerh~euser 9/29/2020 6:10:11 PM VTC ForteWEB v3.0, Engine: V8.1.3.1, Data: va.o.o.o File Name: Wyckham Page 1 / 1 MEMBER REPORT Floor Framing, (FB-11) Hdr Bm 1 piece(s) 6 x 12 Douglas Fir-Larch No, 1 Overall Length: 9' 11" + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 'Deskin,aesuits•:,: ?,tttt· :(i,}~•-~'ttqiif+¾ i:f( ~:-)::;, Member Reaction (lbs) 6163@ 2" 12031 (3.50") Shear (lbs) 4658@) 8' 8" 7168 Moment (Ft-l!Js) ll902 @ 6' 2 3/8" 13638 Live Load Deft. (in) 0.112@ 5' 1 1/2" 0.319 Total Load Defl. (in) 0.225 @ 5' 1 1/4" 0.479 • Deflection crttena: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • -741 lbs uplltt at support locilted at 2". Strapping or other restraint may be required. • AppMcable calculations are based on NOS. I • Column • OF 3.50" 3.50" 1.79' 2 • COiumn -OF 3.50" 3.50" 1.64" ~:/1:?:.~f-;,·· Passed (51 %} Passed (65%) Passed (102% J Passed (l/999+) Passed (L/510) 2554 2539 2872 2688 l 4>f.l'i'. .~/c·.oniliat1oi(<~"•Jl,-"~;~~;1, ':1;;, .. --1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) 1.00 1.0 D + 1.0 L (All Spans) l.00 l.O D + l.O L (Alf Spans) --1.0 D + 0.75 L + 0.75 Lr (All Spans) --1.0 D + 0.75 L + 0.75 Lr (All Spans) 671 3248/·3248 9012/· Bkx:king 3248 1002 487/-487 7049/· Blocklng 487 • Blocking Panels are assumed to carry no loads appUed directly above them and the full load Is applied to the member being designed. Top Edge (Lu) 9' 11' o/c Bottom Edge (Lu) 9' 11" o/c •Maximum allowable bracing Intervals based on appHed load. 0 • Self Weight (PLF) Oto9'11" N/A 16.0 I • Uniform (PlF) o to 9' 11" (Front) N/A 375.0 330.0 65.0 2 • Point (lb) I' 5" (Front) N/A 170 452 3 • Point (lb) 6' 6' (Front) N/A 1378 1502 1029 PASSED 0 System : Floor Member Type : Otop Beam Building Use : Residential Building Code: IBC 2018 Design Methodology : ASO Weyemaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design cril!!ria and pubHshed design values. Weyemaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to drrumvent the need for a design professional as detennined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufadlJred at Weyemaeuser facilities are third-party certified to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-I387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.Weyerhaeuser.com/woodproducts/document·library. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Olrlstenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 9/29/2020 6:17:03 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 File Name: Wyckham Page 1 / 1 . . .. i}.J S! -~ f"Attft~::::;.~ :!"" T'wf' PCSD Engineering 3529 Coastview Court Carlsbad,CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed: 30 SEP 2020, 12:04PM ·• ": Sollware ~®ht EN~RC\LG;, INC.•j983-~'.-J1<i:1~:~:~' DESCRIPTION: (FB-12) Fir Bm CODE REFERENCES Calculations per AISC 360-16, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Span = 22. 1 D fl Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiQht calculated and added to loadinQ Load for Span Number 1 Uniform Load: D = 0.2770, L = 0.4930 k/ft, Extent = 0.0 -» 13.0 ft, Tributary Width = 1.0 ft Uniform load: D = 0.2030, l = 0.4930 klfi, Ex\en\ = 12.75G->> 22.10 !\, Tributary Width =-1.0 !\ Point l oad: D = 4.690, Lr= 4.630, L = 3.260 k@ 13.0 ft DESIGN SUMMARY Maximum Bending Stress Rati'o = Section used for this span Ma : Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span 0.677: 1 W12x40 96.291 k-ft 142.216 le-ft +D-+-0.750Lr-+-0. 750L +H 13.007ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Max."." Defl 0.440 in Ratio= 0.000 in Ratio= 0.851 in Ratio= 0.000 in Ratio= Location in Span Location of maximum on span Span # where maximum occurs 602>=360 0 <360 312 >=240. 0 <240.0 Load Combination Design OK 0.191 : 1 W12x40 13.375 k 70.210 k +D-+-0.750Lr-+-O. 750L +H 22.100 ft Span# 1 Max. ·+· Deft Location in Span ->0~.750Lr~.750L~.450W-+H 1 0.8509 11.366 ,------,;-;=,----~-;.=,------------------0,,....000=0 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 -OverallMAXimum 12.156 13.375 Overall MINlmum 1.906 2.724 ->0-+H 5.315 5.755 -t{)-+l..;tl 12.156 13.192 ->04.r-+H 7.221 8.478 ·+{l-+S-+H 5.315 5.755 ->0~.750Lr-+0.750L-+H 11.876 13.375 -+0~.750L-+0.750S-+H 10.446 11.332 ->0~.60W-+H 5.315 5.755 ->0~.750Lr~.750L-+0.450W-+H 11.876 13.375 -+0-+0.750L-+0.750S-+0.450W-+H 10.446 11.332 ~.600-+0.60W~.60H 3.189 3.453 +0~.70E~.60H 5.315 5.755 PCSD Engineering 3529 Coastview Court Carlsbad,CA 92010 (760) 207 -1885 paul.pcsd@gmail.com DESCRIPTION: (FB-12A) Fir Sm CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Trus Joist : Parallam PSL 2.0E Project Title: Engineer: Project ID: Project Descr: Fb+ Fb - Fc-Pr11 Fe -Perp Fv Ft 2900psi 2900psi 2900psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 625psi 290 psi 2025 psi 0(4.69) Lr(4.63) L(3.26) Printed: 30 SEP 2020, 12:05PM E : Modulus of Elasticity Ebend-xx 2000ksl Eminbend -xx 1016.535ksi Density 45.07pcf D 0.203 L 0.493 7x20 Span = 22.10 ft A lied Loads SeNice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.2770, L = 0.4930 k/ft, Extent = 0.0 -» 13.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.2030, L = 0.4930 k/ft, Extent = 12.750 -» 22.10 ft, Tributary Width = 1.0 ft Point Load : D = 4.690, Lr= 4.630, L = 3.260 k@ 13.0 ft D~$JGN SU_f-#MAf?Y. __ Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination -+D-+-0.750Lr-+-0.750L-+-0.450W-+l-f Vertical Reactions Load Combination Overall Xlmum Overan M!Nimum -+D+H -+D+L-+l-f -+D+Lr-+l-f -+D+S-+l-f -+D-+-0.750Lr-+-O. 750L-+l-f Span = -. 0.843: 1 7x20 2,308.95psi 2,740.14psi +D+L+H Maximum Shear Stress Ratio 12.986ft Span# 1 0.421 in 0.000 in 0 .815 in 0.000 in Ratio= Ratio= Ratio= Ratio= Max.·-· Defl Location in Span 0.8149 11.373 Section used for this span Load Combination Location of maximum on span Span # where maximum occurs 630>=360 0<360 325 >=-180 0<180 Load Combination Support notation : Far left is #1 Support 1 2.200 6.841 5.359 12.200 7.265 5.359 11.920 Support 2 13.419 7,437 5.799 13.236 8.522 5.799 13.419 Design OK = 0.445 : 1 7x20 129.03 psi = 290.00 psi -+O+L +H = 20.487 ft = Span# 1 Max. '+' Deft Location in Span 0.0000 0.000 Values in KIPS PCSO Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207 -1885 paul.pcsd@gmail.com DESCRIPTION: (FB-13) Fir Bm CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Trus Joist : Parallam PSL 2.0E Project Title: Engineer: Project ID: Project Descr: Fb+ Fb- Fc -Pr1\ Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.277 L 0.493 5.25x11.875 Span = 11.10 ft Printed: 1 OCT 2020, 1 :45PM · ; . : . ·;; · .• · .. . -;· · • ·:; F-@:,Wyc:ldiijm:edi" ' _",$oll\1are ~Qgh!,f;NER¢;i;LC. ltfQ. 1983,2020; fjo,ld:)2:20:s,1:1 • 2900psi 2900 psi 2900psi 625psi 290psi 2025psi E : Modulus of Elasticity Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 45.07pcf 0(0.203) l{0.493) 5.25x11.875 Span = 11.1 0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2770, L = 0.4930, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.2770, L = 0.4930 k/ft, Extent= 0.0 -» 2.0 It, Tributary Width = 1.0 ft Uniform Load : D = 0.2030, L = 0.4930 k/11, Extent = 2.0 -» 11.10 ft, Tributary Width = 1.0 ft Point Load : D = 4.690, Lr = 4.630, L = 3.260 k @ 2.0 ft D~$1GN. Sl)MM/fRY Maximum Bending Stress Ratio Section used for this span 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 Overall Maximum Deflections Load Combination ·t{hl-ttl -t0-+-0.750Lr-+-0.750L-+-0.450W-ttl Vertical Reactions Span 1 2 0.590 1 5.25x11.875 1,709.85psi 2,900.00psi +O+L+H 11.100ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.081 in Ratio=- -0.032 in Ratio = 0.164 in Ratio= -0.039 in Ratio = Max. •-· Defl Location in Span 0.0343 3.721 0.1643 5.519 Load Combination Location of maximum on span Span # where maximum occurs 1638>=360 4107>=360 810>=180 3405>=180 Load Combination +D-tlr-ttl Suppo,t notation : Far left is #1 Support 1 Support 2 Support 3 -;<;'."."~CITTvXic::m-um::---------------,.-,..798----,a.999 3.833 Overall MINimum 1.833 9.951 2.420 -t{)-ttl 0.965 8.222 1.413 +D-tl-ttl 2.798 18.173 3.833 Design OK = 0.952 : 1 5.25x11.875 = 276.04 psi = 290.00 psi +O+L+H = 11.100ft = Span# 1 Max. '+' Defl Location in Span -0.0391 7.813 0.0000 7.813 Values In KIPS . l .. z;..,.;I\W'i., , PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com DESCRIPTION: (FB-13) Fir Bm Vertical Reactions Load Combination -+04.r-+H -+O+S-+H -+0-+0.750Lr-+0.750L-+H -+0-+0.750L-+0.750S-+H -+0-+0.60W+H -+0-+0.750Lr-+0.750L-+0.450W4\ -+0-+0. 750L-+O. 7 50S-+0.450W-+H -+0.60O-+0.60W-+0.60H -+0-+0.70E-+0.60H -+0-+0.750L-+0.750S-+0.5250E-+H -+0.60O-+0.70E-+H DOnly Lr Only LOnly H Only Support 1 0.654 0.965 2.106 2.340 0.965 2.100 2.340 0.579 0.965 2.340 0,579 0.965 --0.311 1.833 Project Title: Engineer: 7. 7/J Project ID: · 7 Project Descr: Printed: 1 OCT 2020, 1 :45PM Support notation : Far left is #1 Values in KIPS Support 2 Support 3 12.640 1.936 8.222 1.413 18.999 3.620 15.685 3.228 8.222 1.41 3 1s.m 3.620 15.685 3.228 4,933 0.848 8.222 1.413 15,685 3.228 4.933 0.848 8.222 1.413 4.418 0.523 9.951 2.420 :ialr-Urt IC Wl;,I MEMBER REPORT Floor Framing, (FB-14) Fir Bm 1 piece{s) 7" x 111/4" 2.2E Parallam® PSL An excessive uplift of -2557 lbs at support located at 2" failed this product. Overall length: 14' 11" + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ,:;~if~·~~'i;2f1 11jijsja}iR~; \-.\'iYfi ;i;~•~1,).~ ,·,..fo,¥:tit~B!!;;?~~, 1~~-:~ ;t.oiidf ~ii;i(~n_,3;; Jj.j_:~ ;"[,t( Member Reaction (lbs) 12729 @ 10' 9 l)4" 15313 (3.50") Passed (83%) -· 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Soans! Shear (lbs) 8931 @ 11' 10 1/4" 24360 Passed (37%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Soans) Moment (Ft-lbs) -29843 @ 10' 9 1/4" 57504 Passed (52%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Soans) Live Load Defl. (in) 0.396 @ 14' 11" 0.276 Failed (2L/252) --1.0 D + 0.45 W + 0.75 L + 0.75 Lr (Alt Soans) Total Load Deft. (in) 0.588@ 14' 11" 0.415 Failed (2L/170) -· 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (Alt Soans) • Deflectloo criteria: LL (L/360) and Tl (L/240). • Overhang deflection cr1teria: Ll (2L/360) and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. , Member should be side-loaded from both sides of the member or braced to prevent rotaliOn. 2 -Column -OF 3.50" 3.50" 4668 3385 3392 6616 18061 BIOddng , Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. •Maximum allowable bracing Intervals based on applied load. 0 • Self Weight (PLF) o to 14' 11" N/A 24.6 l · Uniform (PLF) 0 to 10' 11' (Front) N/A 15.0 40.0 20.0 2 • Uniform (PLF) 10' 11" to 14' 11" (Front) N/A 293.0 300.0 20.0 3 • Point (lb) 13' 5" (Front) N/A 1163 1268 868 4 -Point (lb) 14' 9' (Front) N/A 1070 102 1529 4811 FAILED + 0 System : Floor Member Type : Drop Beam 8<J#dlng Use : ResldentJal Building Code : !BC 2018 Design Methodology : ASO Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design aiterla and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authortty having Jurisdiction. Toe designer of record, builder or framer is responsJble to assure that this caleulation Is rompatlble with the overall project. Accessories (Rim Board, Blocl<Jng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlltles are third-party certified to sustainable forestry standards. Weyerhaeuser E"l)lneered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR· 1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. Toe product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Paul Christenson PCSO Engineering (760) 207-1885 paul.~=m lob Notes A 2/24/202110:42:16 PM LITC ForteWEB v3.1, Engine: VS.1.6.2, Data: VB.0.1.0 File Name: Wyckham P~oP. 1 / 1 ~I I'" U It I C. W.3:J MEMBER REPORT Floor Framing, (FB-15) Fir Bm 1 piece(s) 5 1/4" x 111/4" 2.2E Parallam® PSL Overall length: 14' 11" + 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. .o-.Jii'ri:ltifiilb!it1.t-:.,,:i,{t,;1;'t,t~~~-f,/ ir:-i!f~"'~rt\i;, ~:,;:.it;,;~1.\;,;;~-'. :;;:i.0,-' Member Reaction (lbs) 4606@ 10' 9 1/4" 11484 (3.50") Passed (40%) -- Shear (lbs) 3026@ 11' 10 1/4" 11419 Passed (26%) 1.00 Moment (Ft-lbs) -11777@ 10' 91/4" 26955 Passed (44%) 1.00 Live Load Defl. (in) 0.230@ 14' 11" 0.276 Passed (2L/432) -- Total Load Defl. (In) 0.312 @ 14' 11" 0.415 Passed (2L/318) -- • Deflection criteria: Ll (L/360) and TL (1./240). • Overhang deflection criteria: Ll (2L/360) and n (21./240). • Allowed moment does not reflect the adjustment for the beam stabU/ty factor. • -928 lbs uplift at support located at 2". Strapping or other restraint may be required. ,~t::• c::·• :• •·•t~i)):f~~i~,~•{;JJ;J. 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (Alt Spans) 1.0 D + 1.0 L (Alt Spans) • Blocking Panels are assumed to carry no loads applied dkect!y above them and the full load Is applied to the member being designed. ~r•"r~ci(;·· rtJ:...,,,1: i ,-~'t· Top Edge (Lu) Bottom Edge (Lu) 14' 11"o/c •Maximum allowable bracing Intervals based on applied load. PASSED ♦ 0 System : Floor Member Type : Orop Beam Building Use : Residential Building c.ode : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyemaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurlsdictjon. The deslgner of record, builder or framer Is responslble to assure that this calaJlatlon Is compatible with the overall project. Accessories (Rim Board, Blocklng Panels and Squash 8loclcs} are not designed by this software. Products manufactured at Weyerhaeuser facilities are lhlrd-party certified to sustainable forestry standards. Weyerhaeuser Engineered lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. Toe product application, Input design loads, dimensions and support lnforma~on have been provided by ForteWEB Software Operator Fo<1eWEB Software OperalDr Paul Chrlsteflson PCSD Engineering (760) 207-1885 paul.pcsd@gmall.com Job Notes Weyerhaeuser 2/24/2021 10:45:32 PM UTC ForteWEB v3.l, Engine: VS.1.6.2, Data: V8.0.l.0 File Name: Wyckham P;inp 1 / 1 :ifl t-Un I I: ~ MEMBER REPORT Floor Framing, '(FB-16) Fir Bm 1 piece(s) 7" x 111/4" 2.2E Parallam® PSL An excessive uplift of -1469 lbs at support located at 2" failed this product. Overall Length: 14' 11 • + 0 All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ,DMUar,:Rei(ih:ai:~;,..-t?J1? ;'.l',; "' ~~.--~,1~/:. ~~t~-t--!~ --~.,~"f:!~\~? ~}'i: ~i,};pf,,it, "~:.;~~cPii~J'iFfX>\•~J·;; Member Reaction (lbs) 7816 @ 10' 9 l/4" 15313 (3.50") Passed (51 %) --1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Soans) Shear (lbs) 4001 @ 11' 10 1/4" 19031 Passed (21 % ) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) -18308 @ 10' 9 1/4" 57504 Passed (32%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 lr (All Soansl Live Load Defl. (In) 0.228@ 14' 11" 0.276 Passed (21./436) --1.0 D + 0.45 W + 0.75 L + 0.75 Lr (Alt Soans) Total Load Defl. (In) 0.360 @ 14' 11" 0.415 Passed (21./276) --1.0 D + 0.45 W + 0.75 L + 0.75 Lr (Alt Soans) • Deflectlon crlrer1a: LL (1./360) and TL (1./240). • Overtiang deflection criteria: LL (2l/360) and TL (21./240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Member should be side-loaded from both sides of the member or braced to prevent rotation. -442 219/-281 2 -Column -OF 3.50" 3.50" 1.79' 3215 1801 2308 3376 10700 Blocking • Bloddng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Top Edge (Lu) Bottom Edge (Lu) 14' 11" o/c •Maximum allowable bracing Intervals based on applied load. 0 -Self Weight (PLF) 0tol4' 11" N/A 24.6 1 • Uniform (PLF) 0 to 10' 11" (Front) 15.0 20.0 2 -Uniform (PLF) 10' 11" to 14' 11" (Front) N/A 293.0 300.0 20.0 3 -Point (lb) 14' 9" (Front) N/A 1070 102 1529 2455 FAILED + 0 System : Floor Member Type : Drop Beam BIJi/dlng Use : Residential Building Code : IBC 201B Design Methodology : ASD Weyerhaeuser warrants that the slzlng of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or frame,-ls responSlble to assure that this caio.Jlation Is compatible with the overall project. Accessones (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser fadlltles are third-party certified to sustalnable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordanoe with applicable ASTM standards. For ament code evaluation reports, Weyemaeuser product llterab.Jre and lnstallatlon details refer to www.weyert,aeuser.com/woodproducts/document·library. The product app{lcatlon, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEII Software Operator Paul Christenson PCSO Engineering (760) 207-1885 peU1 .pc5(l(Q>Qmafl .com lob Notes A Weyerhaeuser 2/24/2021 10:48:03 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 Fi~ Name: Wyclc.tlam Paae 1 / 1 " ~ uu/f:rrwte:11.J'C:II -;Jilli 2)/f;fc SJineerlnJ 3529 Coastview Ct -Carlsbad, CA 92010 p ... ,,.t C.kriJUttUH-s,., .... ~" L~i,u.&ri~ Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis (Two-Story) Wind: P = 'A Kzt I ps3o },.,= 1.00 Kzt = 1.0 PS30 = 26.6 psf I = 1.0 P = 16.0 psf (ASCE 7-16 • Eq.,ation 28 5-1) (fig28 5.1•1) (fig 26.~) (fi~.2u.11 (table 1 5-2) Criteria JOB 20-313 SHEET NO t-6 OF CALCULATED BY PSC DAT--E-9-/-1 /_2_0_ DATE CHECK BY SCALE --------- s.= 1.047 F.= 1.2 R = 6.50 V = 0.092 * Wt * p (ASCE 7-16 -Eqn 12.8-2) S1 = 0.380 Fv= 0.0 I = 1.00 (p -Redundancy) 1st Storv 2nd Story Each Story Resists > 35% Base Shear: not satisfied satisfied Wind Loads Any Shear Wall w/ (h/I)>1.0 is< 33% Story Force: P = 16.0 psf x Trib Area Roof Level Direction: Direction: 2nd Floor Level Direction: Direction: Roof Weight Roof Wt. Exterior Wall Wt = Interior Wall Wt = Ceiling Wt Floor Weight Diaphragm = Exterior Wall Wt = Interior Wall Wt = 1st Flr. Roof Wt. = N I S = 16.0 psf X 470 sq. ft.= E /W = 16.0 psf X 470 sq. ft.= NI S = 16 .0 psf X 285 sq. ft.= E/W = 16.0 psf X 285 sq. ft.= 12.0 psf x 1156 sq. ft.= 13872 lbs. 15.0 psf x 479 sq. ft.= 7185 lbs. 8.0 psf x 202 sq. ft.= 1616 lbs. 9.0 psf x 900 sq. ft.= __ s_10_0_1_bs_._ Total Trib. WR = 30773 lbs. 15.0 psf X 1010 sq. ft. = 15150 lbs. 15.0 psf X 907 sq. ft. = 13605 lbs. 8.0 psf X 202 sq. ft. = 1616 lbs. 15.0 psf X 0 sq. ft. = 0 lbs. Total Trib. WR= 30371 lbs. Total Seismic Dead Load: Wt = 61144 lbs. ASD Base Shear: V = 0.092 * W1 = 5628 lbs. 7501 lbs. 7501 lbs. 4549 lbs. 4549 lbs. satisfied not satisfied p = 1 1 JOB 20-31 3 SHEET NO 'Z-1 OF ---- ~ uu/G'r'rl.r&enJ'On efun zfz~o :&Jfneen'nJ CALCULATED BY PSC DATE 9/1/20 CHECK BY ____ DATE __ _ 3529 Coastview Ct -Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com Roof Diauhragm: N /S Direction E/W Direction V = 7501 lbs. V = 7501 lbs. A= 1156 sq. ft A= 1156 sq. ft f =VIA= p 6.49 psf f =VIA= p 6.49 psf Floor DiaJ!hraj,!m: N I S Direction E/W Direction V = 4549 lbs. V = 4549 lbs. A= 1010 sq. ft A= 1010 sq. ft f =VIA= p 4.50 psf f =VIA= p 4.50 psf Seismic Lateral Distribution V = 5628 lbs. * p F V Level Wx hx Wx h, k Wx (hx ) (lbs) (ft) (lbs-ft) LW k (lbs) (lbs) Roof 30773 18 553914 0.695 3912 3912 2nd Floor 30371 8 242968 0.305 17 16 5628 796882 1.000 5628 -- ' -0.--f'>filJt~~ ~,u/f;,r~.,, dlM~!r-0 bfaeen'JtJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 20-313 SHER NO ~0-OF ------CALCULATED BY PSC DATE 9/1/20 CHECK BY _____ DATE ___ _ SCALE ~1-'·M-~:~1 p.,.,/c.{,rj,r,,.,,,.~~ z_,,.....,..., Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -2nd Stozy Shear Walls N I S E /W Gridline Length of Shearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall Ht. Type 1 4 7 10.5 9 B A ,_g f.1 3 \f,'.t) 9 A 2,3 5 5 8 17.0 9 A C ')II 6 3 -~., 9 B 0.0 0 0.0 0 0.0 0 0.0 FA SE 0 #Dl ! 0.0 FA .,SE 0 #D~OI 0.0 FA ~E 0 #Dl 01 0.0 FA'~E 0 #D /0! o_o F~SE 0 #D /0! ~gu/f:bzJUJIJ'Oh efmt ..n~o P:nJineen.nJ 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Desy:n & Analysis ( cont.) Gridline CD 50 % 7501 X 0.50 = 3751 #) 3751 lbs. I V = 10.5 ft. 357 p1r" l;t<l't: 5f>'wr -\,"1. OTF 3215 lbs. ~\c.1/0 Gridline ~ 50 % ( 7501 X 0.50 3751 #) 3751 lbs V = 14.5 ft. 259 plf OTF 2069 tbs. JOB 20-313 SHEET NO ~l OF CALCULATED BY PSC DAiE"9i1f2o CHECK BY SCALE DATE --------- ~ MST48 g MST37 ,., ,,.:,1.: p,...t C,{,.,in-,,. ,s,... p;,., :i..,.....,.,.,) ~,u_/f;r~_ -;[IOI_~°- bfaeerbtJ 3529 Coastview Ct -Car1sbad, CA 92010 Telephone (760) 207-1885 • Email: paul.pcsd mail.com 5.1 Later.al Design & AnaJysis (cont.) Gridline Q) 50 % 7501 X 0.50 = 3751 #) 3751 lbs. plf .. (f3~:3\3/i, V = ,co ft. ZSb \.1,. OTF = ~., .. o lbs. 'tv\~ Gridline © 50 % ( 7501 X 0.50 3751 # ) 3751 lbs. V = f5 , ... ft. 'ti\. plf ._ L ,t ,~t ~l01)F •l = 1£H · lbs. \:t.. OTF JOB 20-313 SHEET NO 'n, OF ----CALCULATED BY PSC DATE 9/1/20 CHECKBY ____ DATE __ _ SCALE ffi t'\~T't ~ g MST48 ~gu/f;6z'.rt:e.n.rcn &u:n :ffl'!f" bfaeerutJ 3529 Coastview Ct-Carlsbad, CA 92010 JOB 20-313 SHEET NO 1J OF ___ _ CALCULATED BY PSC DATE 9/1/20 CHECK BY ____ DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis -1st Story Shear Walls N / S E /W Gridline Length of Shearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall Ht. Type 1 25 25 8 A A 3 3 6 8 E 2,3 16 13 28 8 A C 29 29 8 A 0 0 0 0 0 0 q7 0 # /0! 0 #O1i /0! 0 # VO! 0 # V/0! 0 #DI /0! 0 #0 ~/0! 0 #0 /0! 0 # IOI 0 # V/0! 0 #DI /0! ~ ;ru/f;,J;./.rce.11JYJ.11 &nt .zfz~o bfaeerLnJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.2 Lateral Design & Analysis ( cont.) Gridline CJ) 50 % ( 4549 X 0.50 2274 #) 2274 lbs. + 3751 V = 25 ft. 241 plf OTF 1928 lbs. Gridline @ 50 % 4549 X 0.50 2274 #) 2274 lbs. + 3751 V = 28 ft. 215 plf OTF 1722 lbs. JOB 20-313 SHEET NO '3~ OF ___ _ CALCULATED BY PSC DATE 9/1/20 CHECK BY SCALE DATE --------- & HDU2 Li HDU2 ·t;1> ~ mJG'rn.rt:ehJ'Ch &llll zl,'tff" JOB 20-313 ,,,. 3(" cl . SHEET NO OF ) [V;'fj_ bfaeerh!f CALCULATED BY PSC DATE 9/1/20 ·'1 .. CHECK BY DATE , ... \,',) ~~-~ 3529 Coastview Ct-Carlsbad, CA 92010 SCALE l~,t-.•:; p,,.,ut ~ri,U.ttt#n SMt ~, Telephone (760) 207-1885-Email: paul.pcsd@gmail.com z:-,inu"4 5.2 Lateral Design & Analysis (cont.) Gridline Q) 50 % 4549 X 0.50 2274 #) 2274 lbs. + 375] ffi V = 6 ft. 837 plf OTF 6695 lbs. t'l.) 1$1¼.} tfc) ~,-J&) Gridline G) 50 % 4549 X 0.50 2274 #) 2274 lbs. + 3751 ~ V = 29 fl. 208 plf OTF 1662 lbs. HDU2 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtle.com Job Name: Wynchick Wall Name: Wall Line A Application: Garage Front Design Criteria: * 2012 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 6025 lbs * Shearwall Height = 8' with header on top of Strong-Wall Selected Strong-Wall® Panel Solution: Model SSW18x8 w/SSWP-KT Actual Shear & Drift Distribution: ~ ~ .... -.. . ~ -. - 3.5 N/A N/A · : Actual I : Actual ' Drift · : Allow · Drift Limit : Shear • _(i~) f·-(In) [ ---·--- SSW18x8 w/SSWP-KT 0.50 3012 :5 3190 OK 0.94 0.43 0.47 _____ J_~"!'~ ~_:<~ w/~S~~--~! .. __ :_ ---~·~_o ___ .l_ ~~1~--~--__ 3_190 ___ ?.~-----~-94 ______ o_A3 _ .. , _ ~~? .. J Notes: 1. Steel Strong-Wall Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. 3. Check that wall height "H" plus curb height (above slab) will attain overall rough header opening height (top of driveway slab to bottom of header). 4. 2 ply headers may be used with Steel Strong-Walls for Wind Designs or in Seismic Design Categories A-C only. Minimum 12 inch deep nominal header is required with header design by others. 5. Portal Frame Connection Kit, SSWP-KT, Is required to achieve Increased load values listed. Disclaimer: SIMPSON It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 4 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON Strong-Tie ------------------~----------·--------------~ Job Name: Wynchick Wall Name: Wall Line A Application: Garage Front Design Criteria: • Slab on grade -Garage curb • 2012 International Bldg Code • Seismic R=6.5 • 2500 psi concrete Anchor Solution Details: SSWAB Minimum curb/stemwall width per shear anchorage table. See following page. 3' de 3'Clr. Min. •• .. 'hW 1h W w Curb or Stemwall Section View Perspective View (Slab not shown for clarity) I I I r -----_______ , -------,---~~ r---'h:W i , I I I I I I I I I I I I I I I I w ½W :_ ___ . r --------_·_! ----'---'-/.-½ w--i---s ½ W-/ Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: r··-----•-··-···•· _____ ...... _ .. _______ -....... --~ .. -.• I Model ; W de S i Anchor Bolt 1·----......... -..... "c'"--•,· ·-..... .. I ssw1sxs i 51 17 ; 12 25! SSWAB1 i w/SSWP-KT , ! · i .. ·~. -1 Strength \ ---••.••• ---· 1 High I Strength l f ; ~---~ ---··-··r· ---·-1 ---···-·-·· ·---,------··----·--r Model W I de \ S Anchor Bolt ', l r·· . .. .. .... ·-i ... I SSW18x8 ; 44 w/SSWP-KT . ! ! ; .. ··-··-· ----.. --·•·--·-·· -.... -.... , I 15 , 12,25 '. SSWAB1 Strength _j High I Strength i •--••rn•-~•••-••• Page 2 of 4 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtle.com Strong'-Tie , ________________ .... __________ .. __ ~ ... --•oJ----... ·-------------------- STEEL STRONG-WALL® SHEAR ANCHORAGE L MIN 3· 13 HAIRPIN. GRAOE 60 REBAR !MIN J 3• . 3 TIE. GRADE 60 R.E8AR (MIN,) FIELD TIE ANO $€CURE DURING CONCRETE PLACEME"1'. OVERLAP VAAl!:SW>T>I 80\.1 SPAClt<G. $$WAS FIELD TIE ANO SECURE DURING CONCRETE PV-cEMENT. HAIRPIN SHEAR REINFORCEMENT TIE SHEAR REINFORCEMENT ~3 ,;,.1RPJN (~3 Tie SIMILARJ. SEE TA8LE FOR REQUIRED QU/\NTITY REGISTERED DESIGN PROFESSIONAi. JS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS ~A HAIRPIN INSTALLATION SECTION A•A (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMII.AR.J sn eL STROHQ..WAU. SHll!AA AJH;HOAAo, KWIIC' WINO' MOO<il M&N CURft l ASO NJ O'NMI.F S~AA lOAn \/ Cb+f ~ CURB# L,OR SHEAR STEM\'tAU. -STEMWM.I. 6' UlN CURS/ STE'<WAl.l Ir ~IN CURB/ STF..MWM\,. 4.tn, REl~ORCF.Mf.NT RE'INFOACEM£NT WIOTH(h.) l\'IDTH(.,,I UNCMCKFO CRAO<.O \INCRl.a<eo CllACKfO ssw,2 & l•J•J TIE 6 NONE llfOUlRED 121() NO , ... o (030 ssw,s 12 (2tl'3 TlGS • IWNl!l<EOUIR(O \590 113.S 1110 1295 SSW18 .. (t)lt3)WRPlN ,t, (1) •3 HA~PIN ij S$W2\ ,, (2)KJ.W~ Is' (t) i;3 HAIHPIN • HAIRPtN REiNF'ORCE.la,CENT A.CHIEVES MA.)OMVM ALLOWA8lfi SHE>,/< LOAD Of THE STEEL STRONC-WAtL PANEL ssw,, ,, 12}#.3tv\lRP~ ,. I 1) llli3 HAIRP1~ • NOTES. 1, SHEAR ANCflOIIAGE DESIGNS CONFORM TO AC1 318•1• ANO AC! 318-111\NO ASSUME MINIMUM rc•2,SOO PSI CONCRl:TE. seE DET,',ll$ HSSW1 TO 3/SSW1 FOR TelSION ANCHORAGE. Z SHEAR REINFORCO.CENT IS NOT R60UIREO fOR PANELS INSTAUEO ON A WOOD FLOOR, INTERIOR FOUNDATION IIPPLICATlONS iPANH INSTALLED AWI..V FROM EOGE OF CONCREIT), OR BAACEO WALL PANEl 1\P1>1.ICATIONS 3. SEISMIC INDICATES SEISMIC DES!(;N CATt,(;ORY C ltiROU(lH F. OETACHfD \ ANO 2 FAAl!I.YDWEWNGS iN SOC C IAAY USE WIND ANCHORAGE SOLUTIONS. • WINO INCLUDES SEISMIC DESIGN CATEGORY A AND 8 5, MINIMUM CUR8/STEMWAU WIDTH IS 6. WHEN STANDARD STRENG'Oi SSWA8 IS USED. 6. use (1) #3 Tie FOR SSW12 ANO ssw,s WHtN THE STEEL STRONG-WALL PANEL DESIGN SHEAR FORCE EXCEEDS THE TABULJ\ TEO ANCHORAGE ALtOWA8lE SHEAR LOAO. 7. CDNCRl:TEEOGE DISTANCE FOR ANCHORS MUST COMPI.Y WlfHACJ 318,1<.sECT!ON 17.7.2 ANOACI 318-11 0.8.2- Page 4 of 4 ~uu./f;,,r'n:n-enJ'Cn 'efa-n 2),"!J'o .lf;yrv,eerbtJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760} 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf width = ~plf 1200 psf 0.938 ft (MIN.) => 11 INCHES (MIN.) USE 15 "WIDECONTIN. FTG WI 2 -# 4 TOP AND BOTTOM & EMBED. 18 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING JOB 20-313 SHEET NO ·3 j OF_l\_o __ _ CALCULATED BY PSC DATE 911/20 CHECKBY _____ DATE __ _ SCALE ASBP~ pall = 1200 * ,...!.2. * ~ 6.3 PAD DESIGN PAD Pl P2 I I / " 2CD:+62 SIZE 24 "SQUARE x 18 "THK WI 3 -# 4 EACH WAY 45 "SQUARE x 18 "THK WI 6 -# 4 EACH WAY 12 12 P a11 = 6000 lbs LOAD Pmax = 1200 • 2 2 Pmax = 4800 lbs Pmax = 1200 * 4 2 Pmax = 16875 lbs PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 ;.. Job #: · Z·0:-1l2 • Page: _i O of _'{...:..o __ _ Date: , H,J~~ Engineer: ______ _ S.: .loo.~l,", ':t--&.-/-c 1 ,l 111 g7s..,~~1 .. n -J .I ;_2..t.t> ... ~ L,l"' 1 < Jl., ~-lw.~( lo v-..: .>1/d ;: 2.eo-.., l" ·1•1,Hl f . ~L Ll..\-1/z ",S .MiS. Rk,, 4" ?S<' -~,. CZ.\-2< :rs t .. Vinje & Middleton Engineering, Inc. GEOTECHNICAL INVESTIGATION PROPOSED HOUSE AND GARAGE 1367 CYNTHIA LANE CARLSBAD, CALIFORNIA September 24, 2020 Prepared For: Clyde W'ickham 1365 Cynthia Lane Cartsbad, CA 92008 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido. California .. 92029 ........ Job f2"-".>1".LD CBR2020-2993 1367 CYNTHIA LN >-1--0 WCKHAM-MENNEN: 1044 SF SFD // 744 SF GARAGE// 108 SF DECK 2450 Auto Park Way· Escondido, Caln 1562314800 11/18/2020 CBR2020-2993 TABLE OF CONTENTS PAGE NO. I. INTRODUCTION • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • • . • • • . • • • • • • • • • • • 1 II. SITE DESCRIPTION . . . • . • • • • • • • . • • • • . • • • . • • • • • • • • • • . . . . . . • . • • • • . 1 HI. PROPOSED DEVELOPMENT . ................... -............... . 1 IV. FIELD INVESTIGATION •••••••••••••••••••••••••••••.••••••..••••. 2 Y. GEOTECHNICAL CONDITIONS ...........••....................... 2 A. Earth Materials •••• B. Slope Stability .••. ........... C. Groundwater and Surface Drainage D. Geologic Hazards E. Regional Geology F. Faults/Seismicity •• G. Site Classification for Seismic Design H. Seismic Ground Motion Values ....•• 2 3 3 3 3 4 6 6 VI. FIELD AND LABORATORY TEST AND TEST RESULTS ••••••••••••••••. 7 VII. SITE CORROSION ASSESSMENT • • . • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • 1 O VII. HYDRO MODIFICATIONS . . . • . . . . . . . . • . . . . . . . • . . • . . . . • • . . • . . . . . . . 11 IX. CONCLUSION • .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 12 X. RECOMMENDATIONS. • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • . • • • • . • • • 14 A. Grading and EarU1work ••••••••••••••••••••• B. Footings and Slab-on-Grade Floor Foundations C. Soil Design Panuneters .•..........•••.•. D. Exterior Concrete Slabs and Flatwork. E. Pavement Design •....••......•.... 14 19 20 22 23 XI. GEOTECHNICAL ENGINEER OF RECORD (GER} • • • • • • • • • • • • • • • • • • • • 27 xn. UIIITATIONS ... , .. ,., . . . . . . . . • . . ... . . . . . • . . . • • . . .. . . . . . . . . . . • . . . . . . . XI Vicinity Map Geotechnical Map Test Pit 1~ •••••.•.•. PLATE NO. 1 2 3-5 .. TABLE OF CONTENTS (continued) Geologic Cross-Sections •••••••••••••••••••• Geologic llap ••.•••• Fault-Epicenter Map • "' .. --........ ,.. .. ....... ,. . ......................... Isolation Joints & Re-Entrant Corner Reinforcement. Retaining Wall Drain Detail ..•..••.....•..••..... ............... 6 7 8 9 10 I. INTRODUCTION GEOTECHNICAL INVESTIGATION PROPOSED HOUSE AND GARAGE 1367 CYNTHIA LANE CARLSBAD, CALIFORNIA (APN 156-231-48) The project study property consists of a vacant lot, located east of Interstate 5, at the referenced address within a residential area of Car1sbad. The site location is shown on a V-ICinily Map attached to this report as Plate 1.The approximate site coordinates are 33.1676"N latitude and -117.3414 °W longitude. We understand lhat the property is planned for the support of a 3-story structure and associated improvements. Consequently, this investigation was initiated to evaluate existing geotechnical and geologic conditions at the planned construction area, and to ascerta.-. their influence upon the proposed new building. Exploratory test pit excavations, soil sampling, laboratory testing and engineering analysis were among the activities conducted in conjunction with this effort which resulted in the remedial grading and foundation recommendations presented in the following sections. II. SITE DESCRIPTION A Geotechnical Map, prepared from a Site Plan by Paul Christenson, depicting the property and proposed structure is included as Plate 2. TopographicaHy, the property is generally level. Large natural or graded slopes are not present at or near the property. The proposed building construction area is partially marked by a depression where several feet of surficial soil has been removed. The property is currently utilized as a storage area and includes a small shed and chicken coop. Surface areas are largely mantled by dead grass and weeds. Site surface drainage is not well defined. Local drainage will pond in the excavated depression. However, excessive scouring or erosion was not noted at the time of our field study. II. PROPOSED DEVELOPMENT Based on the available project ~s. the new construction will consist of a 3-story building with a bottom garage, second floor living area, and third story loft. Building construction is expected to be a conventional wood-frame with exterior stucco structure supported on perimeter shallow stiff continuos and spread pad concrete footings with slab-on-grade floor type foundation. Associated irf1>rovements include underground utilities. VJNfL &: j\·J1LJUlL 1 ON E/'.cn .... crn1NG, INL • 2450 Auto Plrk \Va} • Escond1.do, Cahlnrnia 92029-1229 • Phone 760 7..J.J-121-! GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE2 Earthwork operations wil chiefly consist of importing soil and remedial gracing of loose surface soils. F111ish grade elevations are not yet set However, buiking pad grade is expected to be at, orvesy near to existing grades outside of 1he local depression. Imported soil will be required to fill the depression to design grades. IV. AELD INVESTIGATION Subsurface conditions at the project construction site were chiefly determined by the excavation of 3 exploratory test pits dug with a track mounted mini-excavator (John Deere 35G). Test pits were logged byoorprojeclgeologist, who also collected represenlativesoil samples at selected intervals for subsequent laboratory testing. Test Pit locations are shown on the Geotechnical Map, Plate 2. Logs of the exploratory Test Pits are attached as Plates 3-5. Laboratory test results and engineering properties of selected representative soil samples are summarized in following sections. V. GEOTECHNICAL CONDITIONS The project property consists of relatively level surfaces underlain at shallow depths by Quaternary age (late to middle Pleistocene) Old Paralic Deposits that are widely exposed along coastal areas of Carlsbad. Instability which could preclude construction of the planned new residential building is not in evidence. A Geologic Cross-Section depicting subsurface conditions based on our test excavations is attached as Plate 6. The folowing earth materials were leCO!Jlized: A. Earth Materials Topsoil: A shallow layer of natural topsoil, on the order of 2.5 feet thick maximum, mantles the project site. The upper soil mantle consists of brown-colored silty fine gr.med sand. The topsoil was found in d,y and loose to ve,y loose conditions overaD. Old Paralic Deposits (Qop 2-4): Pleistocene age Old Paralic: Deposits, typical of local coastal areas, under1ie the project building site at shalow depths. As exposed in our exploratory test pits to the depth explored, the Old Pararic Deposits typically consist of light brown colored fine-grained sandstone. The massive sandstone deposits were generally found in a weathered friable condition near surface becoming blocky, moderately cemented, and dense at depth. Project dense Old Paralic Deposits are considered stable, competent rocks that wiH provide adequate support for new fills, structures, and improvements. V1t--:Jr: 6: Minn LL ro:--. ENG!NHRlr-.G, ltv . • 24-50 Aurn PJrk \\'J} • Escondido. Califorma 92029•1229 • PhOnl' 760 743-121-t GEOTECHNICAL INVES11GATION 1367 CYNTHIA LANE. CARLSBAD, CALIFORNIA SEPTEIIBER 24, 2020 PAGE3 Detailed descriptkms of the underlying soil profile are presented in the attached Test Pit Logs, Plates 3-5.The upper topsoil mantle and upper exposures of the Old Paralic Deposits are loose and compressible, not suitable for slructural support in their present condition .. These deposits should be regraded as specified in the following sections. Site soils are very low expansive. B. Slope Stability Significant slopes are not piesent nor are any ptoposecl with the planned residential development. Consequently, slope stability will not be a geotechnical concern in the development as currently proposed. C. Groundwater and Surface Drainage Subsurface water was not encountered in our exploratory test pits to the depths explored and is not expected to impact planned new residential construction work. However, Hke all graded building sites, the proper control of site surface drainage and efficient irrigation techniques are critical components to overall stability of the project graded surfaces, as well as continued performance of the new residential bulding. Surfaoe water should not pond upon graded surfaces, and inigation water should not be excessive. Perimeter surfaces should direct runoff away from the bulding foundation and site improvements in a positive manner D. Geologic Hazards Geologic hazards are not presently indicated at the project site. The most significant geologic hazards at the property will be those associated wilh ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. E. Regional Geology The project site is situated at the western margin of the Peninsular Ranges Geomorphic Province of southern California. This geomorphic province encompasses an area that extends for approximately 790 miles, from the Transverse Ranges and the Los Angeles Basin to the tip of Baja California, and varies in width from 30 to 100 miles. In general, the Peninsular Ranges consist of rugged mountains underlain by Mesozoic era (67 to 245 millkm years old) metamorphic and crystalline rocks to the east and a dissected coastal plain underlain by Cenozoic era (up to 67 million years old) sediments. The mountain ranges of this geomorphic province are generally northwest-trending and separated by subparallel fault zones, and are largely composed of granitic and related rocks and smaller amounts of metamorphic rocks. VtNJE ,, MIDDLET<JN ENGtr-:rnur-:c. !NL. -2450 Auto Pm: \V'l • Escondido Ghfornu '120l9-i2l'l • Pl,onc 760 i-13-121-1 GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE4 Toe coastal portions of this geomorphic province in 1he San Diego region are typically comprised of marine and non-marine sedimentary rocks that have been deposited within a northwest-trending basin known as the San Diego Embayment. Toe Peninsular Ranges are bounded on the east by the Salton Trough and on the north by the Los Angeles Basin, and extends westward into the Pacffic Ocean where its highest peaks are exposed at Catalina, Santa Barbara, San Clemente, and San Nicholas Islands. The Peninsular Ranges are traversed by several major active faults. Right-lateral, strike-slip movement is the major tectonic activity associated with faults in the regional tectonic framework. Earthquakes along these faults have 1he potential for generating strong seismic ground motions in the region. A Geologic Map showing mapped units at 1he project site and surrounding areas is attached as Plate 7. F. Faults/Seismicity Faults or significant shear zones are not indicated on or near proximity to 1he project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of 1he county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934- 1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of T edvlology. None of the recorded events exceeded a Richter magnitude of 3. 7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake events which affect local areas originate along wel known, distant fault zones to the east and 1he Coronado Bank Fault to the west. Based upon available seismic data, compiled from Caflfomia Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated cfistance of 11.8 miles from the project area. This event, which is thought to have occurred along an offshore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.11 Sg at the project site. The folowing Hst represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQ Fault Version 3.00 updated) typicaly associated with the fault is also tabulated. \11:,..11:: & i\·lrunLCIOf\. ENGL"-CCIUr--:G. lNC. • 2.J50 Aurn PJ.rk \\';.}•Escondido. G.hforma 92029.J.229 • Phone 760 7.JJ-L!I4 GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA TABLE1 FAULTZOfE DISTANCE FROM srrE Newport-Inglewood Fault 5.2 M"des Rose canyon Fault 5.3 Miles Coronado Bank Faull 21.SMiles □sino,e-Julian Faul 23.9Miles SEPTEMBER 24, 2020 PAGES MAXaJII PROBABLE ACCEI ERATION (R.H.) 0.241g 0.237g 0.182g 0.1 The location of significant faults and earthquake events relative to the study site are depicted on a Fault -Epicenter Map attached to this report as Plate 8. More recently, the number of seismic events which affect the region appears to have heightened somewhat Near1y 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are ~t to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typicaly resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook Cotalty coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located near1y 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum} magnitude 7.4 shock in the ear1y rooming of June 28, 1992. These quakes originated along related ~ of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists; however, based upon empirical information and the reoofded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fautt has received added attention from geologists. The Rose Canyon Fault is a significant structural feature in metropolitan San Diego which bi, characterized by a complex zone of strike-slip, oblique, reverse, and normal faults that extend onshore from La JoHa Cove south to San Diego Bay. Test trenching along the fauk in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. More recent work suggests that segments of the fault are yotmger having been last active 1000 -2000 years ago. •-\ ,~ u: & M1vou TON EsGJNClRll',G, Ir..• . • 2-150 Aom Pm w., • Escond,do. Cal,fomu 91029-1219 • Plwnr 760 7-IJ-l 21-1 GEOTECHNICAL INVESTIGATION 1367 CYNTiflA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE6 Consequently, the fault has been classified as active and included within an Alquist- Priolo Special Studies Zone eslablished by the State of Galifomia. A more recent study of the Newport-Inglewood/Rose Canyon Faun system concluded that the coastal region of San Diego may experience earthquakes up to magnitudes 7.3 and 7.4 (Sahakian et al, 2017). Work on the faun system also indicates that 6.5 to 6.8 magnitude earthquakes may occur along the Rose Canyon Fault every 1,000 to 1,500 years Faun zones tabulated in the preceding table are considered most likely to impact the region of the study site during the lifetime of the project. The fauns are periodically active and capable of generating moderate to locaHy high levels of ground shaking at the site. Grotmd separation as a resun of seismic activity is not expected at the property. G. Site Classification for Seismic Design The Site Class is based on the average conditions present within 100 feet of the ground surface, and are designated as A-F. Class A is classified as hard rock and Class F as potentially liquefiable or collapsible soils, and is based on shear wave velocity. For the A and B classification, it is preferable to measure the shear wave velocity onsite. Site Classes C, D and E can be determined by seismic methods or typical Standard Penetration Test (SPT-N) results (based on Section 20.4.2 of ASCE 7-10) conducted during dnlling. Site Classification is then established based on Table 20.3-1 of ASCE 7-10. Site Class Dis typically used conservatively as a default, tmless otherwise noted. However, the Buiking Code does allow the design condition to be estimated by a geotechnical engineer, engineering geologist, or seismologist with knowledge of specific geologic formations and conditions (considering weathering and fractumg). H. Seismic Ground Motion Values Seismic design values were determined as part of this investigation in accordance with Chapter 16, Section 1613 of the 2019 California Building Code (CBC) and ASCE 7-16 Standard. Presented values are generated using the web-based SEAOC/OSHPD {Structural Engineers Association of America/California's Office of Statewide Health Planning and Development) ground motion calculator. Generated results at the site are sunvnarized in the enclosed Appendix. Requirements provided below are also applicable and should be incorporated in the project design where appropriate: \'u,;11:: & /\·l!DDLL rot--. E:-.:c1r-.:t.rn1NG. It--.. • .2450 Auto P.nk \\'a-} • Escondido, C1l1lorm.1 92029-1219 • P~ 760 7-:3-1.21-l GEOTEctNCAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD. CALIFORNIA SEPTEMBER 24, 2020 PAGE7 1. Site specific hazard EW1alysis is required (see Section 11.4.8) in accordance with Chapter 21.2 of ASCE 7-16 for structures on Site Class E sites with values of Ss greater than or equal to 1.0g, and structures on Site Class D and E sites with values of S1 greater than or equal to 0.2g. However, the following 3 exceptions are permitted for Equivalent lateral Force design (ELF) using conservative values of seismic design parameters in lieu of pertorming a site specific ground motion analysis: • Structures on Site Class E sites with Ss greater than or equal to 1.0, provided the site coefficHn Fa is taken as equal to that of Site Class C. • For structures 011 Site Class D sites with S1 greater than or equal to 0.2, a long period coefficient (Fv) of 1.7 may be utilized for calculation of Ts, provided that the value of Seismic Response Coefficient (Cs) is determined by Equation (12.8-2) for values of the fundamental period of the building (T) less than or equal to 1.5Ts, and taken as 1.5 times the value computed in accordance with either Equation 12.8-3 for T greater than 1.5 Ts and less than or equal to TL or Equation 12.8-4 for T greater than TL • Structures on Site Class E sites with S1 greater than or equalto 0.2, provided that Tis less than or equal to Ts and the equivalent static force procedure is used for the design. 2. Where Site Class B is recommended, and a site specific measurement is not provided, the site coefficients Fa, Fv, and FPGA shall be taken as unity (1.0) in accordance to Section 11.4.3 of ASCE 7-16. 3. Where Site Class Dis selected as the defaul site class per Section 11.4.3 of ASCE 7-16, the value of Fa shaU not be less than 1.2. Where the simplified procedure of Section 12.4 is used, the value of Fa shall be detennined in accordance with Section 12.14.8.1, and the values of Fv, SMS and SM1 need not to be determined. VI. RELD AND LABORATORY TEST AND TEST RESULTS Earth deposits encountered in our exploratory test pits were closely examined and sampled for laboratory testing. Based upon our test pits and field exposures, site soils have been grouped into the foUowing soil types: V11-:J[ & MIDDLETON ENG!/'-.:LCf.lll'-G, IN:_. • 2450 Amo P.1d. \\'.t; • Escondllilo, Ca11fom12 92029-1229 • Phone 760 743-121-4 GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGES I TABI.E2 SoifType 1 I Dea dpliun Brown silly fine sand: T opsotl / Old Paralc Deposit (Qop 2-4) I The following tests were conducted in support of this investigation: 1. Maximum Dry Density and Optimum Moisture Content: The maximum diy density and optmum moisture content of Soil Type 1 was determined in accordance with ASTM D-1557. The results are presented in Table 3. TABI.E3 I I Soi I MaximumDry I Optimum Moisture I Localic•• Type Densily (!..-pd} Ca11111111 (c,; ;A "'-I TP-1@ 1' 1 132.3 7.5 2. lloisture-Densi Tests (Undisturbed Chunk Samples); In-place dry density and moisture content of representative soil deposits beneath the site were detennined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in Table 4 and tabulated on the attached Test Pit Logs. TABLE4 F'ield Deg.- lllloi&bant Field Dry Mu.Dry t.Plac:e of Sallple Soi Conlent Dl!lllsily Dl!IIISily Rd■liH Sallntion Location Type (w-%) (Yd¢) (Ym-pcf) Compaction S(%) TP-1@ 1' 1 2 122.5 132.3 93 16 TP-1 @2' 1 2 121.5 132.3 92 15 TP-2 @2' 1 2 93.3 132.3 71 7 TP-2@ 3Y.z' 1 5 111.3 132.3 84 28 TP-3@2' 1 5 118.7 132.3 90 35 Note 1: Sample may be somewhat disturbed. Assumptions And relationships: In-place Relative Compaction (Yd + Ym) XtOO Gs=2.60 e = (Gs Y111 + Yd) -1 S = (Ill Gs) + e V1NJE & i\l tDDLET0N ENGIN[CRtNG. )Ne. • 2450 Aut;~ P.1rk \V;1y • Eset.1nd1do. (Jbfom1:1 92:029-1229 • Phone 760 --f\-L! 1-4 GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE. CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE9 3. &pan.sion Index Test One expansion index (El} test was performed on a representative sample of Soil Type 1 in accordance wilh 1he ASTM D-4829. The test results are presented in Table 5. TABLES llolded Degree of f"inal Initial Dry B Sample SoH w Saturation w Density lleaslm!d 50% Lo r1111 T-(11,1 (,r.) (1'I (PCF) El Salunllion TP-101' 1 7.6 56.5 11.7 123.6 0 3 fw) = moisture co11tent in pen:ent. E15o = Ehnaas -(50 -Smeas) ((65 + Ehnaas) i-(220 -Smeas)) Expansion Index (El) Expansion Polenlial 0-20 Ve,ylow 21 -50 Low 51 -90 Medium 91 -130 High ) ·130 Vtvv . 4. Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type 1. The prepared specimen was soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test result is presented in Table 6. TABLE& Wet litrflleof Apparent 5-ple Soil Sample Den9ity Int. Frie. Cot.sion Location Type Condition (Yw-(-.oeg.) (c:-psf) TP-101' 1 Remolded to 90% of YM @ 0,1, 1282 27 151 5. pH and Resistivity Test: pH and resistivity of a representative sample of Soil Type 1 was determined using "Method for Estimating the Service Life of Steel Culverts," in accordance with California Test Method (CTM) 643. The test result is tabulated in Table 7. TABLE7 I Sample Lo ...... , I SolType I llf'rimum ne■• ti,,ay (OHII-CII) I 1 11200 TP-101' pH 6.3 I &. fiuH!t9 Test: A sulfate te>t was performed on a representative sample of Soil Type 1 in accordance with California Test Method (CTM) 417. The test result is presented in Table 8. V1,-;1r & MIDtL LTO"-E"-Gl"-EfRING. IN,.• 1450 Auto P.ul. \\:.l • Escondido. Gltforru, 91029-1229 • Phone 760 743-121-! GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE. CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE10 I Sample Location I SoilTvpe TP-1@ 1' 1 TABLEB Amount of Walllr Soluble Sulfale In Saa(% by Weight) 0.004 I 7. Chloride Test: A chloride test was perfonned on a representative sample of Soil Type 1 in accordance with the California Test Method {CTM) 422. The test result is presented in Table 9. I Sample Location TP-1 @ 1' TABLE9 Amount of Water Soluble ChlOlide In Sail(% by Weight) 0.002 VII. SITE CORROSION ASSESSMENT I A site is considered to be conosive to foundation elements, walls and drainage structures if one or more of the following conditions exist • Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). • Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). • pH is less than 5.5. For structural elemenls, the minimum resistivity of sol (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm-cm indicates a potential for presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts(chlorideorsulfate), pH levels and the desired service life of the structure. Results of limited laboratory tests perfonned on selected representative of site soil samples indicated that the minimum resistivity is more than 1000 ohm-cm suggesting presence of low quantities of soluble salts. Test results further indicate that pH levels are greater than 5.5, sulfate concentrations less than 2000ppm and chloride cooc:enbatiun levels less than 500ppm. Based on the results of the available limited corrosion analyses performed on selected samples, the project site is considered non-corrosive. The project site is not located within 1000 feet of salt or brackish water. V!NJf & !v1JDDI E'IO!'. Er-.GINEERING. INC. • 2450 Auw Park \V;i} • Escondido, Californta 92029-1229 • Phone 760 7.+3-12 l-t GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE 11 Vinje & Middleton Engineering, Inc. does not consult in the field of corrosion engineering and the client, project an:hilect, or structural engineer should agree on the required level of corrosion protection, or consult a corrosion engineer as warranted. Based on the result of the tested soil sample, the amount of water soluble sulfate (S04) was found to be 0.004 percent by weight which is considered negligible according to ACI 318 (SO Exposure Class with Not Applicable severity). Water soluble chloride (CL) was found to be 0.002 percent by weigl,l and concrete is expected to be dry or protected from moisture. Consequently, exposures to chloride are also considered negligible (CO Exposure Class with Not AppHcable severity). As a mini'num, concrete consisting of Portland cement Type II with minimum 28 days compressive strength (f c) of 2500 psi and maximum 0.50 water-cement ratio is typically considered adequate for SO and CO Class exposures, unless otherwise specified, or noted on the project plans. Table 10 below is appropriate based on the pH-Resistivity test results. Adequate protective measures against corrosion should be considered for all buried metal pipes, connections, elbows, conduits, improvements and slruclures, as necessa-y and appropriate. Buried metal ~ and conduits should be wrapped and provided wilh appropriate protective cover wherever applicable. TABLE10 Dasign Soil Type Gage 18 16 14 12 10 8 1 Yeas to f'91fo,alilNI clSleel ~ 24 31 38 52 61 81 VIII. HYDRO MODIFICATIO!ffi Project stormwater quality treatment control Best Management Practices (BMP), if appropriate and as applicable, should be designed and constructed considering the site indicated geotechnical conditions. The implemented management practice(s) and water trealmelll COllbol BMPs shall have no short and longtenn impacts on the site new building pads, graded embankments and natural surfaces, fills and backfills, structures, and onsite and nearby offsite improvements. Bi<rretention and filtration systems consisting of vegetated buffers or strips and self- contained retention/detention areas with impermeable liners on sides and bottom, special engineered sand filter media and perforated pipe(s) which discharge into an approved storm drain faciity are typical methods co.1sistent with the project geotecmical conditions for stormwater quality treatment control BMPs, if applicable. The bio-retention/detention areas should be sited adequately away from the site structures, improvements, retaining wals, fooodations and top and toe of graded embankments, unless otherwise specifically approved. V!NJI: & 1V1JDDt£1 (JN ENG!NLCRING. INL. •· 2450 Auto PJrk \Va} • Escondido, C1ltforma 91019-1129 • Phone 7(,0 7-13-1114 GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE 12 The bio-retention/detention basins should be propel1y sized for adequate storage capacity with filtrations completed not more than 72 hours and vegetation carefully managed to prevent creating mosquito and other vector habitats. Additional and more specific recommendations should be provided by the project geotechnical consultant at the final plans review phase, if necessary. IX. CONCLUSIONS Based on the foregoing investigation, the planned new residential structure, substantially as proposed, is feasible from a geotechnical viewpoint. The project portion of the property planned for the support of new building is underlain by Old Paralic Deposits at shalow depths. Surface soils consist of a mantle of loose natural topsoil. The following factors are unique to the property and wiH most impact project construction procedures and associated costs from a geotechnical viewpoint: • Landslides, faults or significant shear zones are not present at the project property and are not considered a geotechnical factor in planned site development. The study site is not located near or within the Alquist -Priolo earthquake fault zone established by the State of California. Moderate to locally high levels of ground shaking, however, are expected at the site during occasional periods of seismic activity along distant active faults. • Existing ground at and surrounding the planned building site is generally characterized by a shallow depression created by removal of surface soils and relatively level surfaces. Large natural or graded slopes are not present at or near the immediate vicinity of the project site. Significant grade modifications or the creation of new large graded slopes are also not planned in connection with the proposed residential development. Consequently, slope stability is not considered a geotechnical concern in the project development. • Final building pad surfaces are anticipated to be established at or very near the existing grades, with project earth operations mainly consisting of importing son to fill the excavated depression and remedial grading of natural surface soils and upper weathered friable sandstone. All excavations, earthwork, remedial and fine grading efforts should be completed in accordance with requirements of the following sections. • The site surf1eial soil rnanHe and upper exposures of the underlying Old Paralic Deposits are loose and compressible deposits not suitable for structural support. These deposits should be stripped (removed) to the LWlderlying more dense Old Paralic Deposits, as approved in the field, and placed back as propel1y compacted fills in accordance with the recommendations of this report. Approximate stripping depths are also provided in the following sections. \"1Nff' &'. I\·11DD'. [TOf\. ENGit--.HRlt,..C... I:,.:.• 2450 Auto P;irk \Vay• Escondido. Cal1forma 92029-1229 • Phone 760 74J-l2H GEOTECHNICAL INVESTIGA110N 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE13 • Stripping and recompaction remedial grading work will be required under the proposed new structure and site improvements, in order to construct uniform bearing and subgrade soil conditions throughout. There should be at least 12-inches of well- compacted fils below bottom of the deepest footing(s), and site inprovements, unless othelwise approved. Cut-fill daylight transition is not expected to be factor in the planned development, provided our remecfial grading recommendations are followed. • Based on the proposed development shown on Plate 2, site excavations, remedial earthwork grading and construction work a1re not expected to impact a~t properties or right-of-ways. • Earth deposits generated from the site excavations will predominanUy consist of sandy deposits which are considered suitable for reuse as new fills and backfills, provided they are prepared and manufactured into a uniform mixture in accordance with requirements of this report. • Project new fils and backfils should be clean deposits free of trash, roots, stumps, construction debris, organic matter and deleterious material, property processed, throughly mixed, placed in thin lifts horizontal lifts and compacted as specified in the following sections .. • Based on our field observations and laboratory testing, final bearing and subgrade soils at the project prosJerty are expected to chiefly consist of sand to silty sand (SM/SP) deposits with very low expansion potential (expansion index less than 20) based on ASTM 04829 classification. Expansive soils are not considered to be a geotechnical factor in the planned site new redevelopment. • Groundwater conditiorn, were not encountered to the depths explored and is not expected to be a factor in the planned new residential construction or impact future performance of the new building and site improvements. As with all graded sites, the proper control of surface drainage and storm water is a critical component to overall site and building perfonnance. R1A10ff water should not pond upon graded surfaces, and irrigation water should not be excessive. Over-watering of site vegetation may also create perched water and the creation of excessi"81y moist areas at finished surfaces and should be avoided. Stonn water and drainage control facilities should be desqled and instaled for proper control and disposal of surface water as shown on the approved grading or drainage improvement plans. V1NJE & ~·tmoLI:.TOt,,,; ENGINLUUNG. INC. • .2450 Auto P.1rk \\'ay • Escond1do, C:1hforma 92029-1229 • Phone 760 743~12! ➔ GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE14 • Settlement of foundation bearing soils is not expected to be a major geotechnical factor in the construction of the planned new building construction provided our recommendations are followed. Post construction foundation bearing soil settlements are expected to be less than approxmately 1-n::h and should occur befow1he heaviest loaded foomg(s). The ma!Jliludeof postconstruction dflerential settlements, as expressed in terms of angular distortion, is not anticipated to exceed ½-inch in a distance between similarly loaded adjacent structural elements, or a maximum distance of 20 feet. • Soil collapse, liquefaction and seismically induced settlements will not be a factor in the development of 1he project property provided our remedial grading recommendations are inplemented at the site. X. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project site and should be reflected in the final plans and implemented during the construction phase. Added or modified recommendations may also be appropriate and should be provided in a plan review report when final grading and redevelopment plans are available: A. Grading and Earthwork: Importing fill soil and modest remedial and minor fine or contour grading efforts are anticipated in order to achieve final design pad grades and construct safe and stable level surfaces for the support of planned new residential building and site improvements. AN excavations, grading, earthwork, fill soil materials and processing, placement and compaction procedures should be completed in accordance with Chapter 18 (Soils and Foundations) and Appendix •r (Grading) of the 2019 California Building Code (CBC), ASCE 7-16, the Standard Specifications for Public Works Construction, City of Carlsbad Ordinances, the requirements of the governing agencies and following sections, wherever appropriate and as applicable: 1. Existing Underground Utilities and Buried Structures: All existing underground waterlines, sewer lines, pipes, storm drains, utilities, tanks, structures and improvements at or nearby the project site should be thoroughly potholed, identified and marked prior to the initiation of the actual grading and earthwork. Specific geotechnical engineering recommendations maybe required based on the actual field locations and invert elevations, backfil conditions and proposed grades in 1he event of a grading conflct \ 1:-.1E & Mmrn I TOI'. Er,.;G1NEtRING, INC.• 2450 Auto PJrk. \Va} • hcond1do. Cai1forma '-)2029. 1229 • Phone 760 7-P 12i-l GEOTECHNICAL INVESTIG.ATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE15 Utility lines may need to be temporarily RHirected, if necessa,y, prior to earthwork operations and reinstalled upon completion of earthwork operations. Alternatively, pennanent relocations may be appropriate as shown on the approved plans. Abandoned inigalion lines, pipes and conduits should be properly removed, capped or sealed off to prevent any potential for future water infiltrations into the foundation bearing and subgrade soils. Voids craated by the removals of the abandoned underground pipes, tanks and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. 2. Clearing and Grubbing~ Remove all existing surface and subsnrfaceslructures, tanks, vaults, pipes, old foundations and slabs, improvements, vegefation, tree roots, stumps, and aD other unsuitable materials and deleterious matter from all areas proposed for new fills, improvements, and structures plus a minimum of 5 horizontal feet outside the perimeter, where possible and as approved in the field. Al debris generated from the site demoition WOik. dearing, trash, debris and vegetation removal should be properly dsposed offsite. Trash, vegetation and debris generated from lhe site demolition should not be allowed to occur or contaminate new site fills and backfills. The prepared gromd should be observed and approved by the project geotechnicalconsulant orhis desqlated field reprasentative priortograding and earthwoi:k. 3. Stripping and Removals: Unifonn and stable bearing soil conditions should be constructed under the planned new residential building and associated site improvements.. For this purpose, sbippin,j (nmoval) and recompaction of site exisli ,g luose and compressiJle surficial soil cover and upper exposures of the underlying Old Paralic Deposits will be required in al areas planned to receive new fills, structures, and improvements. Stripping and remedial grading should extend a minimum of 5 horizontal feet outside the perimeter envelop of new fills, building and site improvements, where possible and as directed in the field. S~ (removal) depths should be extended to the underlying more dense to firm Old Paralic Depc:ISits throughout, as approved in the field. Minimum stripping depth, as currently established based on the available exploratory test borings are anticipated to be 2.5 to 3.0 feet below the existing ground surfaces (BGS), or 12-inches below the bottom of deepest footing(s) (whichever is more). Locally, deeper removals may be necessary and should be anticipated. V1t<JI. &: J\l11mu.1,),: El'.GINEERING. l:-:c. • :.J50AmoP.m:W") •Es.:ondido.GLfomu92029-l229•Phone 760 7./3-111./ GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD. CALIFORNIA SEPTEMBER 24, 2020 PAGE16 Exploratory test pits excavated in connection with our study at the indicated locations (see Plate 2) were backfilled with loose and uncompacted deposits. The loose/uncompacted exploratory trench backfill soils shall also be re- excavated and placed back as propeffy compacted flfs in accordance with the requirements of this report. Bottom of all removals should also be adequately prepared, ripped and recompacted to a minimum depth of 6 inches. Bottom of removals and over-excavations should construct neat, level surfaces. The exposed stripping, removals and over-excavations bottoms should be observed and approved by the project geotechnical consultant or his desil,lated field representative prior to fil or backfil placement. 4. Trenching and Tempora1 'I Construction Slopes: Temporary open excavations and trenching necessary for the project development are expected to be relatively shallow to be on the order of 4 feet deep maximum. Consequently, significant construction impacts on the nearby off-site structures and improvements are not anticipated. Excavations and removals adjacent to the existing properly lines, foundations, improvements and structures should be performed under obsenlations of the project geotechnical engineer. Undermining adjacent neighboring properties, existing public right-of-ways and underground utilities, foundations, structures, and improvements to remail should not be allowed by the project excavations and earthwork operations. Temporary excavations and trenching less than 4 feet height maximum may be developed at near vertical gradients, unless otherwise noted or directed in the field. Larger trenching and temporary excavations should be laid back at 1 : 1 maximum g1 .. diants. The laid back slope should then be properly benched out and new fills/backfills tightly keyed-in as the backfilling progresses. More specific recommendations should be given in the field by the project geotechnical consultant based on actual site exposures. Revised temporary excavation and trenching recommendations including flatter laid back slopes, larger setbacks, completing excavations and remedial grading in smaller limited sections and the need for temporary shoring/trench shield support may be necessary and should be anticipated. The project contractor shall also obtain appropriate permits, as needed, and conform to Cal-OSHA and local governing agencies' requirements for trenching/open excavations and safety of the workmen during construction. VIN!L & JV1!DDLE10S Er-.G!NLLRl1'G, INC. • 2450 Auto PJrk \Va} • Escondido, Cahforma 92029-1229 • Phone 760 7-t.3-121-l- GEOTECHNICAL INVESTIGATION 1367 CYNllllA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE17 5. FHIIBackfill lllaterials, Shrinkage and Import Soils: Stripping, removals and excavations at the project site are expected to chiefly generate sand to silty sand soil deposits that typicaly work weN as site new fills and backfills, provided they are adequately prepared, processed, placed and compacted in accordance with the requirements of this report. Vegetation, roots and tree stumps, buried pipes and conduits, construction debris, and organic matter, where encountered, should be throughly removed and separated from the filUbackfill mixture to the satisfaction and approval of the project geotechnical consultant. Onsite upper soils may be expected to shrink nearly 5% to 15%, on volume basis, when compacted (minimum 90%) as specified herein. Import soils, required to complete grading and achieve final grades should be good quality sandy granular non-corrosive deposits {SM/SW) with very low expansion potential ( 100"/4 passing 1-incb sieve, more than 50% passing #4 sieve and less than 18% passing #200 sieve with expansion index less than 20). Import soils should be inspected, tested as necessary, and approved by the project geotechnical engineer prior to delivery to the site. Import soils should also meet or exceed engineering characteristic and soil design parameters as specified in the following sections. 6. Fill/Bacldil Placet1wlt, Spr,eading and Compaction: Uniform bearing and subgrade sol conditions should be constructed throughout the building and improvement surfaces by the project pad and remedial grading earthwork operations. Site sols should be adequately processed, thoroughly mixed, moisture conditioned to slightly (2"/4) above the optimum moisture levels, as directed in the field, neatly placed over the bottom stabilization geogrid in thin (8 inches maximoot) ooifonn horizontal lifts and mechanically compacted to a minimum of 90% of the corresponding laboratory maximum dry density per ASTM D1557, unless otherwise approved! or directed in the field. 7. Surface Drainage and Erosion Control: A critical element to the continued stability of the graded building pad and improvement surfaces is an adequate stormwater and surface drainage control. Surface water should not be allowed to flow toward or pond near the building foundations or impact the graded conslruction and improvement sites. For this purpose establishing positive drainage (minimt.m 5%) away from the building and site improvements onto a suitable drainage collectioo and disposal facility wiU be necessary. Roof gutters and area drains should be instaRed. Over-watering of the site landscaping should also not be aftowed. Only the amount of water to sustain ,iegetation slilould be provided. V1:,.;1c & MIDDLE10N ENGlr-.'CClUNG. INC. •· 2-150 A.mo P.ark \Va}• Escondido. C1l1forma 92029.1229 • Phone 760 743-121-l GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE. CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE18 Temporary erosion control facilities and silt fences should be installed during the construction phase periods and until landscaping is fully established. Site drainage improvements should be completed as shown on the project approved grading/erosion control plans. 8. Engineering Observations and Testing: All earthwork operations including excavations, removals (stripping), suitability of earth deposits used as compacted fills and backfills, and compaction procedures should be continuously observed and tested by the project geotechnical consultant and presented in a final report. The nature of finished bearing and subgrade soils should be couliimed in the final report at the completion of project earthworks construction. Geotechnical engineering observations and testing should include but are not limited to the following: • Initial observation -After cleamg and grading limits have been staked, but before demolition work/brushing and excavation starts. • Stripping, removals and bottom of over-excavation observation -After dense and firm Oki Paralic Deposits ate exposed at the minimum specified depth, and during preparation and installng the bottom slabtlization geogrid, but before new fill or backfill is placed. • Temporary trenching and excavation observations -After the excavation is started but before the vertical depth of excavation is more than 4 feet. Local and Cal-OSHA safety requirements for open excavations apply. • Fllllbackfil obseivation -After the fill/backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet. A minimum of one test shall be required for each 100 lineal feet maximum in every 2 feet vertical gain, with the exception of waH backfHls where a minimum of one test shall be required for each 30 lineal feet maximum. Finish rough and final pad grade tests shaD be required regardless of fil thickness. • Foundation trench and subgrade soils observation -After the foundation trench excavations but prior to the placement of steel reinforcing for proper moisture and specified compaction levels. • Geotechnical foundation/slab steel observation -After the steel placement is completed but before the scheduled concrete pour. V1NJ[ & !VllDDl ETD!'. E~GINECR!NtJ. INC. • 2-.J.50 Ame P,1rk ,vay • Escondido, Cal,forma 92029• 1229 • Phone 760 743.J 21..J. GEOTECHNICAL INVESTIGATION 1367 CYNTIIA LANE. CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE19 • Underground utility, plumbing and stonn drain trench observation -After the trench excavations but before placement of pipe bedding or installation of the underground facilities. Local and Cal-OSHA safety requirements for open excavations apply. Observations and testing of pipe bedcfing may also be required by the prcJiect geotechnical engineer. • Underground utility, plumbing and storm drain trench backfill observation - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfiH materials shall conform to the governing agencies' requirements and project soils report if applicable. Plumbing trenches more than 12 inches deep maximum underthe floor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method should not be allowed. • Pavement/'mprovement base and subgrade obsetvation -Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels. B. Footings and Slab-on-Oracle Floor Foundations The following recommendations are consistent with the anticipated sand to silty sand (SM/SP) bearing soils wilh very low expansion potential (expansion index less than 20), and site indica1ed geotechnical conditions. All design recommendations should be further confinned and/or revised as necessary at completion of remedial grading work based on actual testing of final bearing and subgrade soils: 1. Shalow stiff concretb footil,gs .md slab-on-grade floor type foundations may be considered for support of the new residential building. Al foundations should be supported on minimum 90"k compacted fills, placed in accordance with the requirements of this report. There should be at least 12-inches of compacted fill below the bottom of the deepest footing(s) throughout (or at least 3 feet of compacted fill below rough finish pad grades), unless otherwise approved. 2. Perimeter and interior continuous strip footings should be sized at least 18 inches wide and 24 inches deep for three-story bUtlding loading conditions. Isolated spread pad footings, I any, should be at least 24 inches square and 18 inches deep and structuraUy interconnected to the continuous strip footings with grade beams. lnterconnecti'lg grade beams should be a minimum of 12 inches wide by 18 inches deep. Footing depths are measured from the lowest aqacent ground surface, not including the sand/gravel layer underneath ffoor slabs. VtNJL &: l\.·t10ou~1 ("'lf'-. Ei-,.ci:-..;oEERING, INC. • 2-150 Auto P.uk \Var• Escondido, California 91029-1229 • Phone 760 7-13-121-l GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE20 Exterior continuous footings should enclose the entire buiking perimeter. Flagpole footings also need to be tied together if the footing deplh is less than 4 feet below R>l91 finish grade. Continuous interior and exterior footings should be reinforced by at least 2-#5 reinforcing bars placed near the top and 2-#5 reinforcing bars placed near the bottom. Interconnecting grade beams, if any required, should be reinforced with minimum 2-14 bars top and bottom and 13 ties at 30 inches center to center maximum. Reinfofcernent details for spread pad footings should be provided by the project architect/structural engineer. 3. All interior garage slabs should be a minimum 5 inches in thickness, reinforced with #4 reinforcing bars spaced 18 inches on center each way, placed mid-height in the slab. Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a wen performing moisture barrier/vapor retardant (minimum 10-mil Stego) placed mid-height in the sand. Alternatively, a 4-inch thick base of compacted ½-inch clean aggregate provided with the vapor barrier (minimum 15-mil Stego) in direct contact with (beneath) the concrete may also be considered provided a concrete mix which can address bleeding, shrinkage and curting is used Provide "softcuf' contraction/control joints consisting of sawcuts spaced 1 0 feet on centers each way for al interior slabs. Cut as soon as the slab will support the wei~ of the saw and operate without disturbing the final finish which is nonnally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. The sawcuts should be minimt.m 1-inch in deplh but should not exceed 1 ¼-inches deep maximum. Anti-ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Provide re-entrant comer reinforcement for all interior slabs. Re-entrant comers wil depend on slab geometry and/or interior column locatiol is. The enclosed Plate 9 may be used as a general guideline. 4. Foundation trenches and slab subgrade soils should be observed and tested for exposing suitable bearing strata, proper moisture and specified compaction levels and approved by the project geoleclvlical consultant prior to steel placement or pouring concrete. C. Soil Design Parameters The following soil design parameters are based upon tested representative samples of onsite earth deposits. All parameters should be re-evaluated when the characteristics of the final as-graded soils have been specifically determined: V!NJC &: MIDDL[T01' Ef'."GINHRING, INC • 2450 Arno P.uk \Vay• Escondido. Cahfornti 92029-1229 • Phone 760 7.JJ.121..J. GEOTECHNICAL INVESTIC-lATION 1367 CYNTitlA LANE. CARLSBAD, CALIFORNIA 1. Design soil unit weight= 128.2 pcf. 2. Design angle of internal friction of soil = 27 degrees. SEPTEMBER 24, 2020 PAGE21 3. Design active soil pressure for retaining structures= 48 pcf (EFP), level backfill, cantilever, mreslrained walls. 4. Design at-rest soil pressure for retaining structures= 70 pd (EFP), non-yielding, restrained walls. 5. Design passive soil resistance for retaining structures = 341 pct (EFP), level ground surface on the toe side (soil mass on the toe side extends a minimum of 10 feet or 3 times the height of the surface generating passive resistance). 6. Design coefficient c•f friction for concrete on soils = 0.32. 7. Net allowable foundation pressure (minimum 18 inches wide by 24 inches deep footings)= 1200 psf. 8. Allowable lateral bearing pi essure (all structures except retaining wals) = 100 psf/ft. Notes: • Use a mininum safely factor of 1.5 for wal over-tuming and sliding stability. However, bec::at1se iarge movements must take place before maximum passive resistance can be developed, a minimum safety factor of 2 may be considered for sliding stability particularly where sensitive structures and improvements are planned near or on top of retaining walls. • When oonltining 1r:,assive pressure and frictional resistance the passive component should be reduced by one-third. The upper 6 inches of ground surfaces should not be included in the design for passive soil resistance, unless otherwise noted or i;pecified. • The indicated net allowable foundation pressure provided herein was determined based on a minimum 18 inches wide by 24 inches deep footings and may be increased by 20"/4 fe>r each additional foot of depth and 20% for each additional foot of width to a maximum of 3500 psf. The allowable foundation pressures provided also apply to dead plus live loads and may be increased by one-third for wind and seism~: loading. • The lateral bearing earth piessures may be increased by the amomt of designated value for each additional foot of depth to a maximum 1000 pounds per square foot. GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA D. Exterior Conc,ete Slabs and Flatwork SEPTEMBER 24, 2020 PAGE22 1. AH exterior slabs (wakways, patios) supported on very low expansive subgrade soils should be a minimum of 4 inches in thickness, reinforced with 13 bars at 18 inches on centers in both directions placed mid-height in the slab. The subgrade soils should be recompacted to minimum 90% compaction levels at the time of fine grading and before placing the slab reinforcement. Reinforcements lying on subgrade will be ineffective and shortly corrode due to lack of adequate concrete cover. Reinforcing bars should be correctly placed extending through the construction joints tying the slab panels. In construction practices where the reinforcements are discontinued or cut at the construction joints, slab panels should be tied together with minimum 18 inches long #3 dowels at 18 inches on centers placed mid-height in the slab (9 inches on either side of the joint). 2. Provide "tool joint" or"softcur contraction/control joints spaced 10 feet on center (not to em: e ed 12 feet maximum) each way. The larger dimension of any panel shaH not exceed 125% of the smafter dimension. Tool or cut as soon as slab wiH support Weigl It, and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1-inch but should not exceed 1 ¼-inch deep maximum. In case of softcut joints, anti-ravel skid plates should be used and replaced with each blade to avoid spafting and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Joints shal intersect free-edges at a 90" angle and shal extend straight for a minimum of 1 ~ feet from the edge. The minimum angle between any two intersecting joints shaft be 80". Afig1 joints of adiacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ftJgal.). 3. As a minimum, use Green Book 560-C-3250 concrete for sidewalks, flatwork and exterior slabs. All exterior slab designs should be confinned in the final as- graded compaction report. 4. Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of CUIICiele. \' u,.JE & tv1mDLET01'. Er,..:G1r-.URJJ',,G, if'..L. • 1...J.5O Auto Park \\'a~ • Escrmdrdo, Cal1fom1a 02019-1119 • Phone 7'60 7-43-12 I-! GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA E. Pavement Design SEPTEMBER 24, 2020 PAGE23 1. Asphalt Concrete (HMA) Paving: Specific HMA pavement designs can best be provided at the completion of rough grading based on A-value tests of the actual mish subgrade soils; however, the folowing structural sections may be considefed for initial planning phase and cost estimating purposes only (not for construction): • A minimum section of 4 inches HMA (AC) on 6 inches Caltrans Class 2 aggregate base (AB) or the minimum structural section required by City of Carlsbad, whichever is more, may be considered for the onsite asphalt paving surfaces outside the private and public rvit-of-way. Actual designs will depend on ma! subgrade A-value and design Tl, and the approval of the City of Cartsbad. • Maximum lift fc,r asphalt concrete shall not exceed 3 inches, unless otherwise approved. The asphalt concrete layer (4-inch total section) may consist of 2.5 inches of a binder/base course (¾-inch aggregate) and 1.5 inches of finish top course (1Hlch aggregate) topcoat, placed in accontance with the ~ local and regional codes and standards. The Class 2 aggregate or recycled base (AB) materials shall meet or exceed the requirements set forth in the current California Standard Specification (Caltrans Section 26-1.02). Aggregate base (AB) materials should be compacted to a minimum 95% of the corresponding maximum dry density (ASTM D-1557). Subgrade soils benealhthe asphalt pa,mg surfaces should also be compacted to a minim..-n 95°k of the corresponding maxin1um dry density within the upper 12 inches. 2. PCC Paving: Residential PCC driveways and parking supported on very low expansive (expansion index less than 20) granular subgrade soils should be a minimum of 5½ inches in thickness, reinforced with #3 reinforcing bars at 16 inches on center each way placed at mid-height in the slab. Subgrade soils beneath the PCC driveways and parking should be compacted to a minimum 95°k of the corresponding maxirm.m dry density, unless otherwise specified. As a minimum, use Green Book 560-C-3250 concrete for PCC pavings. Reinforcing bars should be correctly placed extending through the construction (cold) joints tying the slab panels. In construction practices where the reinforcements are ciscontinued or cut at the construction joints, slab panels should be tied together with minimum 18 inch long (9 inches on either side of the joint) #3 dowels at 116 inches on centers placed mid-height in the slab. Va,1L & !VlJDDLETON ENGINCLRINC. !NL • .!.JSO Auto Park \V.tJ • Escondido. Ca!iforrua 92029-1229 • Phone 760 7-B-I 214 GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE24 Provide "tool joint" or"softcut" contraclion/control joints spaced 10 feet on center (notto exceed 15 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as the slab wiU support the weight and can be operated without disturbing the final finish which is nonnaly within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softculs should be a minimum of 1-n:h in depth but should not exceed 1 ¼-inches deep maximum. In case of softcut joints, anti- ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Joints shall intersect free-edges at a 90° angle and shall extend straight for a minimum of 1½ feet from the edge. The minimum angle between any two intersecting joints shall be 80''. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approvedmelhods(curingcompou,dmaximumcoveragerate=200sq.ftlgal.). 3. General Paving: Base section and subgrade preparation per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right-of-way should have 12 inches subgrade compacted to a minimum of 95% compaction levels and provided with a 95% compacted Class 2 base section per the structural section design. Base layer under curb and gutters should be compacted to a minimum of 95%, while subgrade soils under curb and gutters, and base and subgrade under sidewalks should be compacted to a minimum of 90% compaction levels, unless otherwise specified. Base section may not be required under curb and gutters, and siclewab, in the case of very low to non-expansive subgrade soils (expansion index less than 20). More specific recommendations should be given in the final as-graded compaction report. F. General Recommendations 1. The minimum foundation design and steel reinforcement provided are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerations. V!NJL & fvf!DDLL Tor,, EM,lt--EUUl'.G. I;',-.. • 2-1-50 Auto Park \\';1:} • Escondtdo, C:iltfornra 92029-1229 • Phone 760 7-0-i 21-J GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE25 2. Adecplte staking and grating control is a critical factor in property completing the recommended reme<ftal and site grading operations. Grading control and staking should be provided by the project grading contractor or suiveyor/civil engineer, and is beyond the geotechnical engineering services. Staking should apply the required setbacks shown on the approved plans and conform to setback mqui1a11e11ls established by the governing agencies and appf"icable codes for off-site private and pubic properties and property lines, utility easements, right-of-ways, nearby structures and inprovements, leach fields and septic systems, and graded embankments. Inadequate staking and/or lack of grading control may result in illegal encroachments or unnecessary additional grading which will increase construction costs. 3. Open or backflled bll!nches parallel wilh a footing shal oot be below a projected plane having a downward slope of 1-unit vertical to 2 ooits horizontal (50%) from a line 9 inches abo,,e 1he bottom edge of the footing, and not closer than 18 inches from the faCE! of such footing. 4. Whee pipes cross Lllder-footings, the footings shal be specialy designed. Pipe sleeves shal be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement, but oot less than 1-inch al around the pipe. 5. Expansive clayey soils should not be used for backfiDing of any retaining structure. AD retaining wals should be provided wilh a 1 :1 wedge of granular, compacted backfill measured from the base of the waH footing to the finished surface and a well-constructed back drain system as shown on the enclosed Typical ietaining Wall Back Drainage, Plate 10. Planting large trees behind site retaining walls should be avoided. 6. Al underground utility and plumbing trenches should be mechanically compacted to a minimum of 90% (95% in public right-of-way) of the maximum dry density of the sciil unless otherwise specified or required by the governing agencies. Care should be taken not to crush the utilities or pipes during the compaction of the soil Very low expansive, granular import backfil soils should be used. Trench backfill materials and compaction beneath pavements within the public right-of-way shaH conform to the requirements of governing agencies. 7. Finish ground surfa.CP.s immediately adjacent to the building foundations shall be sloped away from the building at a minimum 5% for a minimum horizontal distance of 10 feet measured perpendicular to face of the building wall (CBC 1804.4 Site Grading). If physical obstructions or property lines prohibit 10 feet of horizontal distance, a 5% slope shal be provided wilh an alternative method for diverting water away from the foundation. Vn•,JJ. 6: MIDDU:.'10(',. ENCilr-:L!.RING, IM' • 1450 Auto P.ark\\~r· fucondtdo, Caiifom1i 92:019-12.29. Phone 760 74J..12I4 GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE26 Swales used for this purpose shall be sloped not less than 2% where located within 10 feet of the building foundation. Impervious surfaces (concrete sidewab) within 10 feet of the building foundalion shall also be sloped at minimum 2% away from the building. 8. Care should be taken during the construction, improvements, and fine grading phases not to <fisrupt the designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. 9. All foundation trenches should be observed to ensure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotecivlical consultant. 10. The amount of shrinkage and related cracks that occur in the concrete slab-on- grades, flatwork and driveways depend on many factors, the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum the following should be considered: • Use the stiffest mix that can be handled and consolidated satisfactorily. • Use the largest maximum size of aggregate that is practical. For example, concrete made with ¾-inch maximum size aggregate usually requires about 40-lbs. more (nearly 5-gal.) water per cubic yard than concrete with 1-inch aggregate. • Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. 11. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector as well as the grading contractor/builder is recommended in order to discuss grading and construction details associated with site development. YINJE & rvtmDU.TON ENGJN[[RIMI, l~L • 2-!-50 Auto Park \\',Jr• Escondido, California 92029~ 122() • Phone 760 7-J._:\ .. f 21 •J. GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE. CARLSBAD, CALIFORNIA XI. GEOTECHNICAL ENGINEER OF RECORD (GER) SEPTEMBER 24, 2020 PAGE27 Ymje & Middlelun Engineering, Inc. will be the geotechnical engineer of record (GER) for providing a specific scope of work or prmessiooal service under a contractual agreement unless it is terminated or canceled by either the client or our firm. In the event a new geotechnical consultant or S<lls engiieering firm is hired to provide added engineering services, professional consultations, engineering observations and compaction testing, Vinje & Middleton Engineering, Inc. wiR no longer be the geotechnical engineer of the record. Pflliect transfer should be completed in accordance with the Calfomia Geotechnical Engineering Association (CGEA) Recommended Practice for Transfer of Jobs Between Consultants. The new geotechnical consultant or soils engineering finn should review aH previous geotechnical doaJments, alnduct an independent study, and provide appropriate confirmations, revisions or design modifications to his own satisfaction. The new geotechnical consultant or se1ls engineering firm should also notify in writing Y111je & Middleton Engineering, Inc. and submit proper notification to the City of carisbad for the assumption of responslJilily i111 accordance with the applicable codes and standards (1997 UBC Section 3317.8). XII. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as wel as our experience with the soils and fonnationaf materials located in the general area. The materials encountered on the project site and utifized in our laboratory testing are believed representative of the total area; however, earth materials may vary in characteristics between excavations. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural e~res. It is necessary, therefore, that au obsenrations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we 11hould be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibiity of the owner/developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the Mure performance of a property. The future behavior of the site is aJso dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage pattems. V10:1c & Mmou: roN ENGINl:EfllN, .. J:-;c. • 2450 Auto Park\\'•) • Escondido. ultfumu 92019-12.:9 • PMa.-760 7~3-lll-l GEOTECHNICAL INVESTIGATION 1367 CYNTHIA LANE, CARLSBAD, CALIFORNIA SEPTEMBER 24, 2020 PAGE 28 The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to 1he physical conditions of 1he property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative reconstruction plan, especially with respect to the heiglt and location of cut and fill slopes, this report must be presented to us for review and possible revision. This report is issued with 1he understanding that 1he owner or his representative is respon51ble to ensure that the information and recommendations are provided to the project architect/structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The project geotechnical engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. If the project geotechnical engineer is not provided the opportunity of maki1g these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vlflje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job '20-213-P will help to expecfde our response to your inquiries. We appreciate this opportunity to be of service to you. REFERENCES Amual Book of ASTM Standanls, Section 4 -Construction, Volume 04.08: Soil and Rock (I); 0420 - 05876, 2016. -Annual Book of ASTM Standan:ls, Section 4 -Construction, Volume 04.09: Soil and Rock (II); 05877 - Latest. 2016. Corrosion Guidefines. Callrans, Version 1.0, Septembe, 2003. -California Buiding Code (CBC), California Code of Regulations Title 24, Part 2, Volumes 1 & 2, 2016, ll'llemafiol ial Code Council "The Green Book" Slandanf Spe,clications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2015 Editiofl1. -California Geological Survey, 2008 {Revised), Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A, 106p. California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 {revised), Guidelines for Preparing Engineering Geology Reports: OMG Note 44. -California Department of Conse!Yation, Division of Mines and Geology (California Geological Survey), 1986 (nMSl!d), Guidelines to Geologic and Seismic Reports: OMG Note42. -"Proceedilr,g uf The NCEER W<11kshop on Evalualion of Li!Jeetacoor flesislance Soils," Edied by T. Lesie Youd and lzzat M. Idriss, Technical Report NCEER-97-0022, Dated Decembe1 31, 1997. "Recommended Procedwes For lmplemenlalion of DMG Special Publication 117 Guidelines For Analyzing and Mitivalic .. , iqliefadion 1n Califct: dlt.■ Soulhem California Earthquake center; use. March 1999. -"Foundations & Ear1h Slructures.■ Naval Facilities Engiaeetiag Command, OM 7.02. -"Introduction to Geolechnical Engineering, Robert D. Holtz. Wiliam D. Kovacs. "lntroduclory Soil Mechanics and Foundations: Geolectri:al Engil-ring," George F. ~. Fourth Edition. "Foundaliion Analysis and Design,· Joseph E. Bowels. -Caterpilar Performance Handbook, Edition 29, 1998. "An Engineering Manual For Slope Slabilily Studies," J.M. Duncan, A.L. Buchignani and Marius De Wet, Virginia Polylechnic lnstilute and Stale University, March 1987. "Mininun Design Loads For 8IJliklngs and Other Slruclures," ASCE 7-10, American Society of Civil Engineefs (ASCE). USGS Maps http://ngmdb.usgs.qov/maps/mapviewl. 20161:1. SEAOCIOSHPD (Structural Engineers Association of Ame,rica / California's Office of Statewide Health Planning and Development) gr01md motion calculatrv https://seismicmaps.org/ C, ,;n,.,r.m n;,,.., .. 0 " .... .... K 1towl«1 Al"e .. :,. < :.. .. 0 USGS'lllo_.._ ----JIE>-~'----S.-.-......... -.-lafc--.--.s~•,<c -T---llalll;USG5-~US..C- 0 c:. VICINITY MAP 1367 Cynthia Lane Carlsbad K 1owlu hi'< ..,_ Scs,l•"-Z'-1ri.J• -'1.i:ro\\ ita. / .. •;, 9" .,, "" Out:u VII> I'/,;- V. Carubad C Approximate Scale l: 10,000 North ~ a .. ftna1;_F,,J ~,i.:.at ~ L,dt('TVII ,v~ .<,lt.:nl ,. ..r, J:,. .,. ., .,., ,. .,. C) PLATE l V &M JOB #20-213-P . [ GEOTECHNICAL MAP ] 1367 Cynthia Lane Carlsbad C-','NT: 11,; -~At~l:--------~ t2' cU!lcul ' I I I I I I I I I I 1., I j I J I uture Con truction 1( : ~====~~~~~===a I GEOTECHNICAL LEGEND Approx. Location of Test Pit I I I I Geologic Cross--Section Qop2-4 Old Paralic Deposit L.. I r • I I I ' I I o :: --, I I • Qop2-4 L-T -:=t-v ' = ·r - " r I I I I t I , , I I I I I .. ' ' I I ' I I _________ -y-( TP-1 ] --------.-L--" ._J ....... - gs1te Plan SCALE: l"= 2&' [ V&M J~:.;.213-P ] . / ~ VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-1 PROJECT: Proposed DweUiag CLIENT: C'lvde Wtddm• PROJECT NO.: 20-213-P PROJECT LOCATION: 1367 Cvnthia Lane.. Carlsbad Date Excavated: 919(}.0 Backet Size: 24• Logged By: SJM Equipment: John ~ 35G Mini-Excavator Contractor: Colonello Remarb: No cavinP. No ·waler. u Iii ... ii-!::c-~t as [)EPJ}j ~8 u ...... ~~ i= l gi-MATERIAL DESCRIPTION "-L (ft) en ~~ !:!! ~ ~~ ~ ... s e ~~ :j i8 :f~ 0 ... 0 o< .. . •.· . . · . Toosoil: _ ..... . · SM Silty fine sand. Brown color. Dry . Porous. Loose. ST-1 '--.. ... .· . . . . . . ... . . .. ... Old Paralic Deoosit {Ooo 2-4): ... ... 1 -... JI ... ... 2 122.S 93 16 . . . . . . .. Sandstone . Fine grained. Light brown color. Massive. Blocky. . . . . . .. . ... Moderately cemented. Medium dense to dense. ST-I . . . . . . . . . . . ... ... I-... SP ... . . . .. . .. . ... . . ···-· .. .... .. . . . ... . ..... ... 2 -.. . .. . ..... Continues dense at 2 feel I 2 12U 92 15 ........ . .. --....... Bottom of test pit at 2.3 feet. ■ auu: □ CHUNK T~ ~~ PLATE 3 SAMPLE SAMPL£ ' I •, ' ~ VINJE & '4IDDLETON ENGINEERING, INC. TEST PIT: • TP-2 PROJECT: Proposed Dwdliag CLIENT: Ovde Wickum PROJECT NO.: 20-213-P PROJECT LOCATION: 1367 Cvntbia Laa• Carlsbad Date Excavated: 9l9n.o Bucket Sae: 24• Logged By: SJM Eqaipmeat: John Deere 35G Mini-Excavator Contractor: Colonello Remarks: No caviru~-No -·--'water. u Ill i ffi-!:c !e~ 11~ DEPllt ~8 "' ...1111 ~!-ti MATERIAL DESCRIPTION ...... i=--~.,,~ (ft, ~..J ,,; ~t !!!~~ )o~ :!~-1~-00 I 0 ::) .,, ::,;u .. ::,-: ·-.-. . . •;. Topsoil: .--. -:. ::·-.. Silty fine sand. Brown color . Dry. Very loose. ST-I . ·, ·'· ... -: :-.-:·-.. . • .. ~ .. . . ·:--· ... _ I-1 -;. t· .. . .. _ -: -_;:, ,:-.. .. · :~· SM ,:• ... : . . . _ .... - . ;. ... --·--~ . -.· ~ •·. ,· . ...... :- ·:- -2-,·. •.;: Somewhat blocky at 2 feet Very loose. 1 -;.• Porous. 2 93.J 71 7 · .. ·: _:;,·- .... . .. ::. -.. Old Panlic Deposit lOop 2-4) ..... 3 -Sandstone . Fine grained. Light brown to red brown color. Weathered friable. Massive. Medium dense. ST-I : SP .. . Becomes blocky and medium dense to dense at 3.5 feet. I 5 111.3 14 21 . . ... Moderately cemented . Bottom oftest pit at 3.8 feet ■ ot:U: □ ~ ~~y _S2 QIOIJSD SAMPl.E SAMPLE -WATER PLATE 4 .• 1 \ffi VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-3 PROJECT: Proposed Dwellig, CLIENT: nv.... Widdlam PROJECT NO.: 20-213-P PROJECT LOCATION: 1367 l"vntJtia Lan•-Carlsbad Date Excavated: 919120 B■cket Size: 24 .. Logged By: SJM Eqaipmeot: John Deere 35G Mini-Excavator Contractor: Colonello Remarks: No cavinc,. No nmundwater. !,,! .,; ... ~I~ !::c ~>-62 DEPTli fg u MATERIAL DESCRIPTION i~ ~~ s::!::-lil :5"'# (ft) ~.., "' !t! e ~~ i5 -::, ... 00 :iO :!i< 0 ::.,u ·: .·-· .; _,.,. . ·. ,: Topsoil: ... .. ·.-. ·-Silty fine sand. Brown color. Dry. Porous. Very loose. ST-I ... ·--.· .. . . --... ... · . SM .. . ~1-.. . . . . . ·-·-Continues very loose. .. • · . -- . , .. . . ·---... Old Paralic Deposit (Oop 2-4): . . . ... ... . .... .. . . Sandstone. Fine grained. Light brown to red brown color . ...... i-2-.... SP Weathered. Friable. Massive. Medium dense. ST-I I ....... s 118.7 90 3S . ·-· -... ., . ....... ........ Moderately cemented and blocky at 2 feeL Dense . . . . . . . -... . . . .. . . . .. ..... ... . .. Bottom oftest pit at 2.5 feet ■ BULK □ CHUNK T DENSITY _sz GROUND PLATE 5 SAMPLE SAMPLE TEST -WATER A ( GEOLOGIC CROSS-SECTION l PROPOSED RESIDENTIAL STRUCJVRE I 130 _,. I~---------------. ~· ,. 130 ~? • . -:c ~---=~--......... ---,,.,._, -:::-.., --e:.-•:-=---:--... ~~-·-=---~ ~~ · 1 -------___.:..-.---?--------. -'----,..--. . 120 · --,--l .-. 120 OLD PARALIC DEPOSIT [Qop2-4) ---♦ •••• SCALE: 1 • = 5· OP5_7 Pertinent Geologic De.posits GEOLOGIC MAP 1367 Cynthia Lane Carlsbad North~ 10osr6-~ I Old Paralic Deposit, Units 6-7 Undivided (Late to Middle Pleistocene) I Qapl◄ I Old Paralic Deposit, Units 2-4 Undivided (Late to Middle Pleistocene) Scale 1 :50,000 Exccrpl from lhe Geologic Map of the Oceanside 30' x 60' Quadrangle, California, Michael P. Kennedy and Simg S. Tan. 2008. Plate7 V&M Job #20-213-P ' . ' • • FAULT-EPICENTER MAP SAN DIEGO COUNTY REGION ' Indicated Events Through a 200 Year Period N Approx. Scale: l" = 50 Miles EPICENTER MAP LEGEND ~ !i " 2 Ct ~ ~10 --65 6fl • • 6V•0A • • 55·59 • • SC·!>~ • • HolOC<>'lQ faslllng 111.12 1993 -• • • • H,Q1,..,..,. /1.b,er) --- Iv, """Y' (l,f"°r) · Map is reproduced from·Califomia Division of Mines and Geology, "Epicenters of/ and Areas Damaged by M > 5 California Earthquakes, 1800-I 993 . Plate& V&M Job #20-213-P -~ ,..,_;,------------------------------------~ . . ISOLATION JOINTS & RE-ENTRANT CORNER REINFORCEMENT (A) RE-ENTRANT CORNER REINFORCEMENT--., No, 4 BARS Pl.ACED AT IS' BB.OW TOPOf' SLAB Typical -No ScaJe (B) (C) NOTES: 1. Isolation joints around the columns should be either circular as shown in (A) or diamond shaped as shown in (B). If no isolation joints are used around comlumns. or if comers of the isolation joints do no meet the contraction joints, radial cracking as shown in (C) may occur (Reference AC(). 2. In order to control cracking at the re-enb"ant comers ( + 27<f comers), provide reinforcement as shown in (C). 3. Re-entrant coner reinforcement shown is provided as a general guideline only and is subject to verification and changes by the project architect or structural engineer based upon slab geometry, location. and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. 2450 AIIID Parle W~ Escondido, California 92029 7~ 743-1214 vinjc.middldon@ PLATE9 V &M Job #20-213-P .---------------------------------------'--'1 RETAINING WALL DRAIN DETAIL Typical -No Scale Waterproofing Approved Compacted Soil or Competent Natural Material CONSTRUCTION SPECIFICATIONS : 11 111"'111" ., Ill II ----Filter material. Crushed rock (wrapped in filter fabric) or Class 2 Permeable. (See specifications below) SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL (61-l.02S) SIEVE SIZE %PASSING 1 • ··············-··-·-·-·· 100 ¾· ···········-·····-···-90-100 ~" ··-··-·-···-··-·-· 40-100 No. 4 ····-····-····-·-·· 2S-40 No. 8 ·----• 11-33 No. 30·-·----·----·· 5--IS No. SO ··-·-······----···· 0-7 No. 200---0-3 Sand Equivalent> 15 I. Provide gnmular~ non-expansive backfill in a I : I gradient wedge behind the wall. Compact back.fill to minimum 90% of laboratory Slandard. 2. Provide back drainage for wall to prcvelllt build-up of hydrostatic pres.g.tres. Use drainage openings along base of wall or back drain system as outlined bef.ow. 3. Backdrain should consist of 4" diameter PVC pipe (Sch. 40 or equivalent) with perforations down. Drain to suitable outlet at a minimum 1% fall. Provide ¾ • to½ • crushed rock filter wrapped in filta-filbric (Muafi 140N or equivalent). Delete filter fabric if Calb'llllls Class 2 Permeable material is used. Compact Permeable C~ 2 to minimum 90-/4 of laboratory standard. 4. Seal back of wall with waterproofing in accordance with the architects specifications. S. Provide positive drainage to disallow pot11ding of water above wall. A lined drainage ditch with a minimum 2% flow away from wall is n:axnmended. • Use 1 ½ cubic foot per foot crushed rock with granular soil and 4 cubic foot per foot if expansive soil is present VINJE & MIDDLETON ENGINEKRING, INC. 24$0 AUIO Park WIIJ &---. Ofiinija 92029 760-74}..)214 wj:111M~KI PLATE IO V&M Job #20-213-P ,.. Grading I Earthwork Calculations Building Footprint: (CUT) North Part-26'x 17' = 442 Sq. Ft. South Part-28' x 13' = 364 Sq. Ft. Total ... = 806 Sq. Ft. 3' Over Ex. and recompaction = 1326 c.f. / 27 = 49.11 CY 3' Over Ex. and recompaction = 1092 c.f. / 27 = 40.44 CY (A) Total ... = 89.55 CY Perimeter of Building: (CUT) E & W -30' x 5' x 2 = 300 sq. ft. / cu ft if 1' deep /27 = 11 .11 CY N & S -28' x 5' x 2 = 280 sq. ft./ cu ft if 1' deep /27 = 10.37 CY (B) Total = 21.48 CY Class II Base: (FILL) Building Footprint -806 sq. ft. (C) 1.5' deep Cl II Base= 1209 CF/ 27 = 44.78 CY (D) 24' x 28' Backup area in front of Garage: (CUT) = 672 sq. ft. x 1' over ex I recompaction = 24.89 CY Total: (CUT)= 89.55 CY+ 21.48 CY+ 24.89 CY (FILL -Cl II Base) = 135.92 CY= 136 CY = 44.78 CY= 45 CY VIN E & MIDDLETON ENGINEERING, !NC. Job #20-213-P March 10, 2021 Clyde Wickham 1365 Cynthia Lane Carlsbad, California 92008 APR O 8 2021 2450 Auto P.uk \V.1> Escnndido, Ghforrna 92019-1229 Phone 760 743-121-l En: 760 7J9-0343 Geotechnical Foundation Plan Review, Proposed Garage With 2ND Story House, 1367 Cynthia Lane, Carlsbad, California (APN 156-231-48) We have received the most current foundation plans and details, prepared by PCSD Engineering (pertinent Sheets A 1, A2, A3, A4, S 1 A and SD1 ). The property was previously studied by this offtce in regards to geotechnical and geologic conditions in support of a two- story garage/house development. Our findings, conclusions and development recommendations were provided in the following technical report and addendum letter: 1. "Addendum Letter, Removal/Undercut Clarifications, Proposed House and Garage at 1367 Cynthia Lane, Carlsbad, California (APN 156-231-48), Job #20-213-P, letter dated February 15, 2021. 2. "Geotechnical Investigation, Proposed House and Garage, 1367 Cynthia Lane, Carlsbad, California," Job #20-213-P, report dated September 24, 2020. The preceding were reviewed in connection with this foundation plan review and are on file with our office. Based on our review of the foundation plans and details provided to us, the project foundation plans details referenced above are in compliance with the referenced letter and report, and represent a feasible design from a geotechnical engineering viewpoint. The following comments should be considered, where appropriate and applicable: • The referenced addendum letter, report and this review letter should be considered a part of the project Foundation Plans & Details. • All excavations, grading, earthwork, construction and bearing soil preparation should be completed in accordance with Chapter 18 (Soils and Foundations) and Appendix "J" (Grading) of the 2019 California Building Code (CBC), the Standard Specifications for Public Works Construction, City of Carlsbad Grading Ordinances, the requirements of the governing agencies, the referenced reports and this review letter. c I TY Clyde Wickham March 10, 2021 Page2 • We recommend that the pier footings (shown on Sheets A 1 and A2) for future deck support be structurally connected together with a grade beam as outlined on pages 19 and 20 in our Geotechnical Investigation report (Reference 2). • All soil design parameters and seismic ground motion values, will remain the same as specified in the referenced Geotechnical Investigation report dated September 24, 2020. LIMITATIONS This geotechnical plan review is not a "Plan Check Review• and does not relieve the responsibility of the project design consultant(s) and contractor(s) to get completely familiarized with the requirements of the project soil report(s) and fully incorporate their recommendations into the project design, plans and construction work, where appropriate and as applicable. Our review, corrections, and comments are for general geotechnical conformance of the project plans with the intent of the project soil report and design recommendations. Review of structural and civil engineering calculations, architectural intent, structural and civil engineering design modeling and basis, verification of setback requirements, easements, and right-of-ways, as well as code, city, and county compliance are beyond geotechnical engineering services. It is the owner's or his (her) representative's responsibility to provide copies of all pertinent soil report(s), updates, addendum letters and plan review letters to respective design consultant(s), general contractor and his (her) subcontractor(s) for full compliance. This opportunity to be of service again is sincerely appreciated. If you have any questions or need clarification, please do not hesitate to contact the undersigned. Reference to our Job #20-213-P will help to expedite our response to your inquiries. VINJE & MIDDLETON ENGINEERING, INC. Vn<IL & Mu>t>l 1 rnN CNGINI J J<IN<., IN<. • 2450 Auto Park War• Cscond,do, c.t,forn,a 92029-1229 • Phone 760 · 743 1214 ~ \ VINJE & MIDDLETON ENGINEERING, INC. Ref Job #20-213-P February 15, 2021 Clyde Wickham 1367 Cynthia Lane Carlsbad, Ca 92008 2450 Auto P.rk W,y Escond1do, Gl1(orm:, 92029 1229 Phone 7f/J 743 1214 F.u 7&J 739..0343 ADDENDUM LETTER, REMOVAUUNDERCUT CLARIFICATIONS, PROPOSED HOUSE AND GARAGE AT 1367 CYNTHIA LANE, CARLSBAD, CA.(APN 156-231-48 The subject property was studied by this office in support of a planned residential development. Our findings, conclusions, and development recommendations were provided in a technical report entitled: Geotechnical Investigation, Proposed House & Garage, 1367 Cynthia Lane, Carlsbad, California (APN 156-231-48), Job #20-213-P, report dated September 24, 2020. The purpose of this addendum letter is clarify the recommended removals and undercuts provided in the referenced report. The following are appropriate: • Building Pad: Removals/undercuts for the proposed new structure should extend to dense Old Paralic Deposits estimated to range from 2 feet to 4 feet below existing ground surfaces (average 3 foot removals). The removals/undercuts should also extend a minimum of 5 feet outside the building perimeter. • For the driveway and on-grade improvements, removals should extend a minimum of 1-foot below subgrade, or existing ground surfaces (whichever is more). • For both building and improvement removals/undercuts, deeper removals may be necessary based on actual exposures. Should any questions arise concerning this addendum, please do not hesitate to contact this office. Reference to our Job #20-213-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. CITY This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City pripr,_ to is,5uing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit#: Project Address: Assessor's Parcel #: Project Applicant: (Owner Name) DEV2021-0098, WICKHAM-MENNEN: 958 SF SFD // 691 CBR2020-2993 1367 CYNTHIA LN 1562314800 TRUST WICKHAM-MENNEN FAMILY Residential Square Feet: New/Additions: ::::81:::.:6::__ ________________ _ Second Dwelling Unit: Commercial Square Feet: New/Additions: -------------------- City Certification: City of Carlsbad Building Division Date: 08/19/2021 Certification of ApplicanVOwners. 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 x1166 D San Dieguito 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 RECEIVED CITY OF CARLSBAD BUILDING DIVISION 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. Title: "':::::, L, v,-1' , .' Signature of Authorized School District Official:....,·,.._. -"-?-"-,_::\.,_,__,_,_l:_";,_._t .:.<Y>:..:::-;;,.)"'c:Cc:<..:.J'.1cc"'-'"'"-"-'s.."'"-'-'"---"~""\-'L"-"'--"''--''--'✓"-----"\__""'--"3""'=· ""'""IQ"'-, __ _ Cc .c.,u ~, ~,".._-...c., ,,') Date 'is <()£' ;) 09-.) Phone: 1L0(, :3 3 I· ST<() ·\c-' \..- CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: __JS"''"'"-" ~Elio!, Ci,,A,..M1U1l>¥Nu.O~B~E1,11Ali... ___________ _ CARLSBAD, CA 92009 Community & Economic Development -Building Division 1635 Faraday Avenue i Carlsbad, CA 92008 i 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov (city of· Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit#: Project Address: Assessor's Parcel #: Project Applicant: (Owner Name) 1l'llo DEV2021-0098, WICKHAM-MENNEN:~ SF SFD // 691 CBR2020-2993 1367 CYNTHIA LN 1562314800 TRUST WICfO-tAM-MENNEN FAMILY Residential Square Feet: New/Additions: 816 ------------------ Second Dwelling Unit: -------------------- Commer c i a I Square Feet: New/Additions: -------------------- City Certification: City of Carlsbad Building Division Date: 08/19/2021 Certification of ApplicanUOwners. 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 • Community & Economic Development -Building Division @ 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 x1166 D San Dieguito 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 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax ! building@carlsbadca.gov CLIMATE ACTION PLAN Building Division CONSISTENCY CHECKLIST 1635 Faraday Avenue B-50 (760) 602-n19 www .carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. 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. 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 .,. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. .,. Details on CAP ordinance requirements are available on the city's website . .,. A CAP Building Plan template (form B-55) shall be added to the title page all building plans This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application web page and download the latest form. Project Name/Building Permit No.: -~-----------BP No. ('.J)K,;:) e, 9Q -c2033 PropertyAddress/APN: 1367 Cynthia Ln. / 156-231-48-00 Applicant Name/Co.: Julie Mennen Applicant Address: 1365 Cynthia Ln. Carlsbad CA 92008 Contact Phone: (760) 518-9015 Contact Email: mennenj@aol.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signatur~~,.______ 11-01-2020 Date: ________ _ B-50 Page 1 of 6 Revised 06/18 (city of Carlsbad OWNERS AUTHORIZED AGENT FORM 8-62 Deveiopment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owners Authorized Agent form is required to be completed by the property owner only when designating an agent to apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. Scope of Construction Project (or Description of Work}: _____________________ _ Project Location or Address:--------------------------------- Name of Authorized Agent: ___________________ Tel No. _________ _ Address of Authorized Agent: _______________________________ _ I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner's Signature: ______________________ Date: _______ _ 1 • City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet:$ I] I ( (0 1 3, :-:fO Construction Type -~ Residential Jx.. New construction D Additions and alterations: □ BPV < $60,000 0 BPV ;e $60, 000 D Electrical service panel upgrade only D BPV ;e $200,000 0 Nonresidential D New construction □ Alterations: □ BPV ;e $200,000 or additions ;e 1,000 square feet □ BPV ;e $1,000,000 □ ;e 2,000 sq. ft. new roof addition Checklist Item C<implete Section(s) ' Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use NIA N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only 'Multi-family dwellings only where interior finishes are removed 1A, 4A' 1 B, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 48 and 5 18, 5 1B, 2B, 5 Building alterations of ;e 75% existing gross floor area 2B, 5 1 B also applies if BPV" $200,000 Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A. D Residential addition or alteration~ $60,000 building pennit valuation. 0 NIA ________ _ See CMC section 18.30.190. D Exception: Home energy score " 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one: D Duct sealing D Attic insulation □ Cool roof □ Attic insulation □ 1978 and later Select one: □ Lighting package □ Water heating Package □ Between 1978 and 1991 Select one: □ Duct sealing □Attic insulation □Cool roof □ 1992 and later Select one: □Lighting package □Water heating package B. D Nonresidential' new construction or alterations~ $200,000 building pennit valuation, or additions~ 1,000 square feel □ N/A Updated 8/15/20 I 9 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2 -Energy Efficiency. A5.203.1.1 Choose one: llll.1 Outdoor lighting l!J.2 Warehouse dock seal doors l!l .3 Restaurant service water heating (comply ~th California Energy Code section 140.5, as amended) l!J N/A _________ _ l!l .4 Daylight design PAFs l!J .5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: [].95 Energy budget ID 90 Energy budget ID NIA A5.211.1tt [J On-srre renewable energy [J NIA A5.2113tt ID Green power (if offered by local utilrry provider, 50% minimum renewable sources) ID NIA A5.212.1 ID Elevators and escalators [I N/A A5.213.1 ID Steel framing ID NIA • Includes hotels/motels and high-rise residential buildings tt For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply wrrh CMC 18.30.130 instead. 2. Photovoltaic Systems A. Residential new construction (for low-rise residential building penmit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement(28 below) instead. 2) ~ project includes installation of an electric heat pump water heater pursuantto CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc" sheets if necessary) \. ln1., n . " ' Total System Size: I ,T,:;i - 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. Exception □ □ □ □ kWdc 8. D Nonresidential new construction or alterations ~$1,000,000 8PV and affecting ~75% existing floor area, or addition that increases roof area by ~2,000 square feel Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hoteUmotel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: Olf < 10,000s.f. Enter: 5 kWdc Min. System Size: OIL 10,000s.f. calculate: 15 kWdc x (GFN10,000)" ___ kWdc "Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:-• ______ x .80= Min. system size: _____ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission l Water Heating A D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. D For systems serving individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMG section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system 10 Recirculation system per CMG 18.30.150(8) (high-rise residential, hotel/motel) or CMG 18.30.170(8) (low- rise residential) ,D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. 0 Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics ID Recovered energy □Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A. c3:_ Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when completing this section. ne and two-family residential dwelling or townhouse with attached garage: One EVSE Ready parking space required D Exception : D Multi family residential· -D Exception · Total Parl<ing Spaces EVSESpaces Proposed Capable Readv Calculations: Total EVSE spaces= .10 x Total pal1<ing (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces-EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Installed • Total "Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building penm~ valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more ~hout attached garages), alterations have a building penmit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to struclural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) D Exception · Total Parl<ing Spaces EVSE Soaces Proposed Caoable 1 Readv I Installed I Total I I I Calculation· Refer to the table below· Total Number of Pal1<inQ Spaces provided Number of reauired EV Soaces Number of required EVSE Installed Soaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 D 151-200 17 9 17 201 and over 10 oercent of total 50 percent of Required EV Spaces Updated 8/J 5/2019 5 · ,cifr d Carlsbad Climate Action Plan Consistency Checklist 5. 0 Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TDM plan based on the perm rt details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from !TE Trip Generation Manual, 10th 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 ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TDM plan and understand that an approved TOM plan is a condttion of permit issuance. Applicant Signature: __________________ _ Date: ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): __________________ _ Phone Number: _____ _ Email Address: ___________________ _ Updated 8/15/2019 6 DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Dey_e_lgpment Serv£ces Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: □ Grading Permit □ Building Permit □ Right-of-way permit □ Other Project Name: Q )1 I I le , (V) C: ::0 X) Q,\'"\ Project ID:-----DWG #/CB#----- Address· 1367 Cvnthia Lane " APN 156231-48-0 Disturbed Area· o.os Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP Tier (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Level ExemQt -No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Table1, section 3.2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: □ Exempt □ Electrical □ Patio □ Mobile Home □ Plumbing □ Spa (Factory-Made) □ Fire Sprinkler □ Mechanical □ Re-Roofing □ Sign □ Roof-Mounted Solar Array Tier 3 -Significant Threat Assessment Criteria -(See Construction General Permit (CGP) Section I.B)* □ My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, □ My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, □ My Project is associated with construction activity related to residential, development on lands currently used for agriculture; or commercial, or industrial □ Tier 3 □ My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, lower footings/foundation, pavement repair or replacement, stockpile/borrow locations. □ Other per CGP Tier 2 -Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: □ Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, □ Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: □ Tier2 • located within 200 ft. of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season !Oct. 1 -Aor. 30) Tier 1 -Low Threat Assessment Criteria IZl My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: IZl Tier 1 • results in some soil disturbance; and/or • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpilinol * Items hsted are excerpt from CGP. CGP governs critena for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 REV. 02116 SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined in section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and Level sianature black belowl Exempt -Not Applicable -Exempt Tier 3 -High Construction Threat Assessment Criteria: My Project meets one or more of the following: D Project site is 50 acres or more and grading will occur during the rainy season D Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA 0 High D Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors k,greater than or equal to 0.4) □ Site slope is 5 to 1 or steeper O Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30) O Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 Medium Construction Threat Assessment Criteria D Medium O All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 -High Construction Threat Assessment Criteria: My Project meets one or more of the following: O Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA O Soil at site is moderately to highly erosive (defined as having a predominance of soils with 0 High USDA-NRCS Erosion factors k, greater than or equal to 0.4) Tier 2 O Site slope is 5 to 1 or steeper D Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) O Owner/contractor received a Storm Water Notice of Violation within past two years □ Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 Medium Construction Threat Assessment Criteria D My project does not meet Tier 2 High Threat Assessment Criteria listed above D Medium Tier 1 -Medium Construction Threat Assessment Criteria: My Proiect meets one or more of the following: O Owner/contractor received a Storm Water Notice of Violation within past two years li2l Medium fi2l Site results in 500 sq. ft. or more of soil disturbance Tier 1 □ Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30) Tier 1 Low Construction Threat Assessment Criteria □Low □ My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate lier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Emergency Contact Name: Dr. Julie Mennen Owner/Owner's Authorized Agent Name: E-32 Page 2 of 2 Telephone No: (760) 518-9015 Title: Date: /, FOR CITY USE ONLY Yes City Concurrence: By: Date: REV. 02/16 No ( City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov E-34 I INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. completed and signed questionnaire is required when multiple development applications for the same submitted concurrently. PROJECT INFORMATION PROJECT NAME: ,Ji-IL tE ('//r:cA I,/ ,c A 1 PROJECT ID: Only one project are ADDRESS: /.<{(,, 7 (' YA l/j./1 ,:J. LN, APN /-<;?"f?--23/-c/-{7 • De) The project is (check one):·~ New Development D Redevelopment The total proposed disturbed area is: 2 i"t){' ' 11, < • c!5 ) acres The total proposed newly created and/or replaced impervious area is: ?~ff ft2 ( ,(3£ ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of 4 REV 03/19 STEP1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building □ )?J or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If vou answered "no" to the above auestion, the oroiect is a 'develooment oroiect', ao to Steo 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR Ji(! □ b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets Quidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ ~ accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ ~ If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): ec Nc'.,f"e7t:, /J,CJ\/clGr'l / 1/ru,:? MIZ;,.!,4/c'L Lif...;/) k~ l\/ilL /!-:;c ft~1t1e4/3l€ .<;i.':'<--71t-)J-./$ /J ,E1f ;,.__, l'IGF r,CL ,vi /f/ l L--/J )1 /J[-JZ/1-1 84 ol C //fLt--11"'5 L,,,,/( L, /3E I} J /? cc-1EIJ 75 I/I) .Jl}<cr-., T V b:-L' 711-72=/J ;(,{'~S If you answered "no" to the above auestions, vour oroiect is not exemot from PDP, ao to Steo 3. E-34 Page2of4 REV 03/19 1. Is your project a new development that creates 10, ODD square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and ublic develo ment ro ·eels on ublic or rivate land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public develo ment ro ·ects on ublic or rivate land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification SIC code 5812 . 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside develo ment ro·ect includes develo ment on an natural slo that is twent -five ercent or realer. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the trans ortation of automobiles, trucks, motorc cles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the ro ·eel to the ESA i.e. not commin led with flows from ad·acent lands . * 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic ADT of 100 or more vehicles er da . 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21.203.040 YES NO If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box statin "M ro·ect is a 'STANDARD PROJECT' ... " and com lete a licant information. E-34 Page 3 of4 REV 03/19 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): Does the redevelopment project result in the creation or replaceme f impervious surface in an amount of less than 50% of the surface area of the previously exis · development? Complete the percent impervious calculation below: Existing impervious area (A) =--------,,"'-----sq. ft. Total proposed newly created or replaced imP, ___________ .sq. ft. YES NO □ □ If you answered "yes", the stru ral BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire de opment. Go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "n ' he structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box statin "M ro"ect is a PDP ... "and com lete a licant information. STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION D My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. ~My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name (\ (, 1 / ;e ,( Ql.c:_,::i V\ Q l \, Applicant Title (Jct J (} Q (C (1 . Applicant Signatu¥-,,, , /,. 1 £' -e·/-/)1 J1/';t_ /l1 CA~te /1-,.d -,9--0,'.)£:) • Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for Cit> Use Onlv YES NO City Concurrence: □ □ By: Date: Project ID: E-34 Page4of4 REV 03/19 • (_ City of Carlsbad Project Name: Julie Mennen Project ID: DWG No. or Building Permit No.: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Source Control BMPs Qevelop me n_t~l:'.~11ices Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E. 1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 ~Yes D No ~ N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage □Yes ~ No □ N/A Discussion/justification if SC-2 not implemented: Storm Drain is already stenciled. SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal ~ Yes D No □ NIA Discussion/justification if SC-3 not implemented: E-36 Page 1 of 4 Revised 09/16 • Source Control Requirement (continued) Aoolied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Iii Yes □No □ N/A Wind Disoersal Discussion/justification if SC-4 not implemented: SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Iii Yes □No □ N/A Discussion/justification if SC-5 not implemented: SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identify additional BMPs. (See Table in Aooendix E.1 of BMP Manual for guidance). □ On-site storm drain inlets □Yes □No Iii N/A □ Interior floor drains and elevator shaft sump pumps □ Yes □ No Iii N/A □ Interior parking garages □Yes □ No Iii N/A □ Need for future indoor & structural pest control □Yes Iii No □ NIA □ Landscape/Outdoor Pesticide Use □Yes lilNo □ N/A □ Pools, spas, ponds, decorative fountains, and other water features □Yes Iii No □ N/A □ Food service □Yes Iii No □ N/A □ Refuse areas Iii Yes □No □ N/A □ Industrial processes □Yes Iii No □ NIA □ Outdoor storage of equipment or materials Iii Yes □ No □ N/A □ Vehicle and Equipment Cleaning □Yes Iii No □ N/A □ Vehicle/Equipment Repair and Maintenance □Yes Iii No □ N/A □ Fuel Dispensing Areas □Yes Iii No □ NIA □ Loading Docks □Yes Iii No D N/A □ Fire Sprinkler Test Water □Yes Iii No □ N/A □ Miscellaneous Drain or Wash Water Iii Yes □ No □ N/A □ Plazas, sidewalks, and oarkina lots □Yes Iii No □ N/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. E-36 Page 2 of 4 Revised 09/16 Site Design BMPs All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion / justification is not required. • "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be orovided. Site Design Requirement Applied? SD-1 Maintain Natural Drainage Pathwavs and Hvdrolooic Features Iii Yes I □ No I □ NIA Discussion/justification if SD-1 not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation Iii Yes I □ No I □ N/A Discussion/justification if SD-2 not implemented: SD-3 Minimize lmoervious Area Iii Yes I □ No ID NIA Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Comoaction Iii Yes I □ No I □ NIA Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion Iii Yes I □ No I □ N/A Discussion/justification if SD-5 not implemented: E-36 Page 3 of4 Revised 09/16 Site Design Requirement (continued) I 'Annlied? SD-6 Runoff Collection I □Yes I liJ No I □ NIA Discussion/justification if SD-6 not implemented: Water from roof drains will be directed to vegetated areas. Rain Barrels may be used where practical. SD-7 Landscapina with Native or Drouaht Tolerant Species I Iii Yes I □ No I □ NIA Discussion/justification if SD-7 not implemented: SD-8 Harvestinq and Usinq Precipitation I liJ Yes I □ No I □ N/A Discussion/justification if SD-8 not implemented: Rain Barrels may be used where practical. Otherwise roof drains will be directed to vegetated areas E-36 Page 4 of 4 Revised 09/16