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1810 OAK AVE; ; CBR2017-1284; Permit
C(City of Carlsbad Residential Permit Print Date: 08/29/2019 Permit No: CBR2017-1284 Job Address: 1810 Oak Ave Permit Type: BLDG-Residential Work Class: Addition Status: Closed - Finaled Parcel No: 1562202300 Lot #: Applied: 06/13/2017 Valuation: $486,995.35 Reference U: Issued: 02/12/2018 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: PBurn Bedrooms: Orig. Plan Check Final Plan Check U: Inspection: 8/29/2019 8:41:16AM Project Title: Description: NERE: 2,796 SF REMODEL //1,811 ADDITION TO 1ST & 2ND FLOOR II 568 SF DECK & PATIO COVER Applicant: Owner: Co-Applicant: ALLAN TETA ANDREW S NERE SCOTT I WOODS 300 Carlsbad Village Dr, 108A 1810 Oak Ave SCOTT I WOODS Carlsbad, CA 92008-2990 CARLSBAD, CA 92008 2709 Fire Mountain Dr 760-268-9090 CAMP PENDLETON, CA 92054-6243 760-439-5100 BUILDING PERMIT FEE ($2000+) $1,999.85 BUILDING PLAN CHECK FEE (BLDG) $1,335.28 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $166.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $20.00 STRONG MOTION-RESIDENTIAL . • $63.31 SWPPP INSPECTION FEE TIER 1- Medium BLDG • • $232.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM • • $55.00 Total Fees: $4,211.44 Total Payments To Date: $4,211.44 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NPR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov - ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: []PLANNING 0 ENGINEERING 0 BUILDING 0 FIRE 0 HEALTH 0 HAZMAT!APCD Building pe,mit Application Plan Check NO(2,W I t-'. I 24 Est. Value 0._Ict - city 0 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Carlsbad ail: bcagov Plan Ck. Deposit Dge - - I-i ISWP1 I www.cadsbadcagov JOB ADDRESS 1810 Oak Ave ISUIIE#/SPACE#/t*IJT# 1APN 156 - 220 - 23 - f,PROW# COFINeIS *flOO I m.iv oec.oi I I I i It 4 ' Rno. 2,1 cu Wholehouse Renovation and Addition. Addition Habitable: 1811sf. (%st Zrd YoeC) Addition Deck: 302 Partial Demolition. CET1NG IE IPROPU)ESE IGRAGE (SF) .'AT)OS(SF) IDECKS(SF) F11 IAIfla)ND(flQJfllj ISpmp.0 Residential 1 Residential I 620 0 I 569 IYESEP KcJI IZJNoD I YESIZJNOIJ PJCIBTIMME ftumcowtod Allan Teta from TRE architecture OWOWR - Andrew and Nora Nere ADDRESS 300 Carlsbad Village Dr. Suite 108a-336 ADDRESS 1810 Oak Ave CITY STATE ZIP Carlsbad CA 92008 CRY STATE ZIP Carlsbad Ca 92008 PHONE 'FAX I3HONE 'FAX 760-268-9090 I 760-268-9167 760-815-2747 EMAIL allan@tre.tearn EMAIL andrewiIslease.com DESIMPROFESSIONK Allan Teta from TRE architecture omw*cecem Scott Woods, General Contractor ADDRESS 300 Carlsbad Village Dr. Suite 108a-336 ADDRESS 2709 Fire Mountain Dr. LIlY STATE ZIP aTY STATE ZIP Carlsbad CA 92008 Oceanside CA 92054 PHONE FAX PHONE VAX 760-268.9090 I 760-268-9167 619-991-5552 I EMAIL allanctre.team EMAIL scottwoods(cox.net a SVAIEuC.# IQy I STA1EL C5148 697124 B I (sec. ,UjLb uusiness ann Protessions poor. Any Qty or vounty wnicfl requires a permit to construct, alter, improve, demolish or re air any structure, nor to its issuance, also requires the apØlcait for such pemiltto file a atied statsiive,flthat he is IIcavieed sswssflto the provotsi flve Caflitn.s Iiiwe Law 9. wIth Secikal 7000 Dlv 3 of the Bualness and Profesatw Code) orthathe isesaiçtthorefrom ndffiebforthealleged ece llen.AnybioletionalSeCtbt 03 by any aatora panilt the apØcanttoa avi peivelly of nat niere than the himdred dolla'sl$500}). c®&YD®tJ Ihe,mtçd,av)ayoredfrt_vj.bJ, Rhave haveandeil maiThi aaSt..c(eennetto ekw ecpeiated bySeclhn 300 eLatiorCale,trtmwiuo.wcItheesikbpmdtisissiied. widiehi. Si n37B eL wCade bile 1.ák.m,. wills Mid mntakvetaCa VvLS CC4'tP 51W 4d '20'i EjIiI li !)i_17 secthn need not beconipleed fthepniudtisbne hurdled dollars ($100)—or less. Cod yp p diiewitkrufEl lthidodenisya aiymelwreeesbbeslmesictbthe t'heCecrfiLawct Faft sIiodeA,5 . toumcodd the eedaididtaineyshea. A~OONTRACTOWVGMTURE 0 aaiidoDiessiduutIiawUoriueii his avieiweec, picividediiispuvenwdeaeodidedorbedb- saie. If, besever, the bidNing orb rovementlssoldwtthinone eavolcoingletion, the owner.builderwlll have the burden of proving that be did not build or ungrove for the purpose of saie). 0 Code The O..*.LAt.weLawdees odtoaiawof and -ILlimiseLai* 0 I anav wider Seolon -------- iessand 1.1 NJ 111131111110 Plovell the now labor —obipiumat DYes Die 2.I 3.1 ha thI with the foievAig person (lhm) ethepeposedosrethidinn (ilderie 4.1 plaiil provide porionsofthewort, but have hired the blowing persontonoordlnate, wpeofseatd provide the major work nckate name lwidresslphane I,.utb.,,Ais license luter) 5.1 wSpio1esneeolthewuk, tail baeAi (bee iwfdewk! perserielepo ethewutketicd fnelodresslØvaieltypeolwak): A5MOPERIYOBtMMUM DATE 7JO O® ®U OQO1 O®OJ@ ®c!SY Øan amd* hadxis malerift mgWrAm form ordc maiensfland prevendw pogm. UI-SeJOes2I5. 25533cr25534dthe Pies ey.TannerHadaus StdistaiceAwAcfl 0 Yes 0 N DYes ONe DYes 13 No IF MY OF THE ANSWS ARE YES,A FINAL CBFICA1E OF OCCUPANCY MAY NOT BE ISSUED UNLESS ThE APPLICANT HAS NET OR IS METING THE REQJO1ENTS OF THE OFFICE OF EMERGENCY SOMICES AND THE AIR POLLUTI=COIgROLDISTRICT. ®O - I hereby affm that there usa construction Who for the peofthe work this permit isissued(Sect 3097(UCiviICade). LendIN's Naiie LendoesAddress OO17O® I Ieseath I ALSO AGREE TOSAW, IMFYND KEEP HAJ.tESS THE aTYOFCAM.S8AD nspa'.wi 517 eA1otE%eyIntbyIE - 180nthedaith pemitrff a ct18da(Sndbi 1O&t4I*bm MM C). - .APPUCNWSSIGNATU DATE Permit Type: BLDG-Residential Application Date: 06/13/2017 Owner: ANDREW NERE Work Class: Addition : Issue Date: 02/12/2018 Subdivision: PARCEL MAP NO 12182 Status: Closed - Finaled Expiration Date: 02/24/2020 Address: 1810 Oak Ave Carlsbad, CA 92008-1103 IVR Number: 4315 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 06/2112019 06/2112019 BLDG-22 096320-2019 Passed Paul York Complete SewerlWater Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08126/2019 08126/2019 BLDG-Final 101976.2019 Failed Paul Bumette Reinspection Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final - No BLDG-Electrical Final No 08I29/2019 08/2812019 BLDG-Final 102385-2019 Scheduled Paul Bumette Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final - No BLDG-Electrical Final No Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes August 29, 2019 Page 3 of 3 Permit Type: BLDG-Residential Application Date: 06/13/2017 Owner: ANDREW NERE Work Class: Addition Issue Date: 02/12/2018 Subdivision: PARCEL MAP NO 12182 Status: Closed - Finaled Expiration Date: 02/24/2020 Address: 1810 Oak Ave Carlsbad, CA 92008-1103 iVR Number: 4315 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date BLDG-13 Shear 070963.2018 Failed Tim Frazee Reinspection Complete PanelslHD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No special inpections No BLDG-IS 070964.2018 Failed Tim Frazee Reinspection Complete RooflReRoot (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0912612018 0912612018 BLDG-13 Shear 071207.2018 Passed Tim Frazee Complete Panels/MD (ok to wrap) Checklist Item COMMENTS Passed • BLDG-Building Deficiency No special inspections Yes Special Inspections 9/26/18 11I28I2018 1112812018 BLDG-84 Rough 077105.2018 Passed Tim Frazee Complete Combo(14,24.34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) • BLDG-24 Rough-Topout . Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 12120I2018 12/2012018 BLDG-IS Insulation 079506-2018 Passed Tim Frazee Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/0212019 0110212019 BLDG-18 Exterior 080234.2018 Passed Tim Frazee Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency -Yes 06106/2019 . 06/06/2019 BLDG-23 093974.2019 Passed Paul Bumette Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/12/2019 06I12I2019 BLDG-Gas Mete! 094516-2019 Passed Paul Bumette • Complete Release Checklist Item COMMENTS • Passed • BLDG-Building Deficiency Yes August 29. 20119 • • Page 2 of 3 ) Permit Type: BLDG-Residential Application Date: 06/13/2017 Owner: ANDREW NERE Work Class: Addition Issue Date:. 02/12/2018 Subdivision: PARCEL MAP NO 12182 Status: Closed - Finaled Expiration Date: 02/24/2020 Address: 1810 Oak Ave Carlsbad, CA 92008-1103 IVR Number: 4315 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspectlon Complete Start Date 0212112018 02121/2018 BLDG-$W-Pre-Con 049281-2018 Passed Paul Bumette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0312212018 0312212018 BLDG-21 052531.2018 Passed Tim Frazee Complete UndergroundlUnderf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Plumbing for kitchen OK, Gas & electric to Yes island OK 04/2012018 0412012018 BLDG-Il 055662.2018 Passed Tim Frazee Complete FoundationlFtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency - Yes 0412612018 04126/2018 BLDG-Il 056168.2018 Passed Tim Frazee Complete Foundation/Ftg/Pler a (Reber) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0510912018 0510912018 BLDG-14 057630-2018 ' Partial Pass Paul Bumette I Relnspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05/1012018 06110/2018 BLDG-21 057673-2018 Passed Tim Frazee, Complete undergroundlUnderf loor Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Underfloor plumbing OK Yes 0511512018 05115/2018 BLDG-17 Interior 058034-2018 Passed Tim Frazee Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency 1st Floor sheathing OK Yes 0712712018 0712712018 BLDG-14 065241-2018 Partial Pass Tim Frazee Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) - Checklist Item COMMENTS Passed BLDG-Building Deficiency Hold downs for exterior shear OK Yes 09I2512018 09/25/2018 August 29, 2019 Page 1 of 3 F' FIELD REPORT TO N-191 . Abui E0Ka DATE PROJECT NO. PROJECT 1910, O4 $ke* LOCATION ARLIA aA CONTRACTOR ' JOWNER 0 I WEATHER CONDITIONS PRESENT AT SITE '' crry tbolPI8 OF CARLCAp BUILDING DIVISION i - — - I SUMMARY OF INSPECTION: ON, s ra, -ri omsr Ryr eTI/¼J6 EX A72aI'J FI riLJ rFA WNIMPS. rfk F04b&TJJJ PLAM AJ> ThU€-TULL tirrArL 'FAyL C REi'Jok -fAcNbZ6SQ EM 'A7E l 4)$ rrk'r t.tLrtN ri ii4AA'rTAU 1 1V 7rAJ67-e1U Ejv& 'AT c/_ Le'1 r// F66TOM Ex V4T&kL A-E FiZofrt J ;-TE-ctø9L:(:AL $rA/v rrAJT RECOMMENDATIONS: SIGNATURE (L- COPIES TO: HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING ENGINEERING GEOLOGY • HYDROGEOLOGY 5365 Avenida Encinas, Suite A - Carlsbad, California 92008 (760) 931-1917 www.hetheringtonengineering.com 333 Third Street, Suite 2 Laguna Beach, California 92651 (949) 715-5440 Pzvaoig- 0b12 L INSPECTION REPORT 0 0 0 0 0 0 0 0 21 PROJECT NAME Nere Residence ADDRESS d80 WA. Carlsbad, Ca. ARCHITECT TRE Architecture ENGINEER PCSD Engineering CONTRACTOR Scott Woods Const. OTHER INSPECTION DATE 09-25-2018 PLAN FILE/OTHER BLDG. PERMIT/OTHER 2071284 INSPECTION MATERIAL IDENTIFICATION CONCRETE CONC. MIX NO. & lb/in2 REINF. STEEL GROUT MIX NO. & Win MASONRY MORTAR TYPE & Win P.T. CONCRETE REINF. STEEL GR./SIZE FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP. ANCHOR OTHER OTHER Shear walls MATERIAL SAMPLING CONCRETE U MORTAR 0 GROUT El FIREPROOFING El MASONRY BLOCK REINFORCING STEEL El STRUCTURAL STEEL El BOLTS El OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. I visually inspected the Mark B, C and 0 shear walls that require special inspection as noted below. Locations: At Level 1; (1) 6'0" & (1) 4'0" Mark B walls along 05 line, (1) 3'6" & (1) 4'0" Mark B along B line, (1) 3'6" & (1) 5'6" Mark D along F line, (1) 3'4" and (1) 4'6" Mark D along 0 line. At Level 2; (1) 3'0" & (1) 4'4" Mark B along 05 line, (1) 4'4" Mark C along C line and (1) 10'6" Mark D along F line. Sheathing: 15/32", structural 1, span rating 32/16, CDX plywood at all walls. Nails: 2-3/4 x132" (8d common) collated gun nails, 4" ox © Mark B, 3" © Mark C and 2" @ Mark 0, E.N. & B.N. and 12" o.c. F.N. Note: The following components were checked; framing members for size and grade, shear wall lengths per plan call outs, hold down sizes and fastening, anchor bolts, nailing for size, spacing, edge distances and flush with the surface, A35'snfor spacing and fastening, full length CS1 6 strapping above and below the window nailed into 4x blocking per det. 54/SD3 at the Mark D ..l along F line at Level 2, (V) MST48 straps connecting each of (4) hold down posts to the steel beam below at the Mark B walls alo' j 05 line at Level 2. ALL COMPONENTS OF THE SHEAR WALLS MEET OR EXCEED PLAN CALLOUTS AND CBC. No discrepancies were observed or noted. All work is subject to City of Carlsbad approval. I Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. I PRINTED NAME Craig Bechtel CERTIFICATION NO. ICC 5265295 SD-1024 SIGNATURE - I' Ilk f Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed requires special inspection, structural observation and construction material testing. ,40628 2017 Project Address- 1810 OAK AVE CITY OF CARLS 13A r) This SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUThORIZED AGENT. Pleas ditcb areweBuitder (]. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: Vmse pi AMATO N TEIA tI) (Mi) 0-14 Mailing Address: 300 CARLSBAD VILLAGE DRIVE, SUITE 108A336 Email: ALLAN@TRE.TEAM Phone- 760-268-9090 I am: UPreperty Owner UProperty Owner's Agent of Record WVduled of Record UEngineer of Record State of California Registration Number C5148 Expiration Date:_1/31/19 AGREEMENT: I, the undersigned, declare under penalty of peijury underthe laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: €2,i.w14 rra I Date: 8/2/17 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1708). This section must be completed by the contractor I budder I owner-builder. Contractor's Company Name:C Tt'i CR$ c. (A 4ase diedc eymj are oui'n-a*ser 0 Name: (Please print) C L '— Mailing Address: P7 Oz I fJ7' Email:_ci( 77•.-Dg, )J_12 x. Phone- _c,7Y S3'- State of California Contractor's License Number _(3- 9 7/2-5' Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. Signature; Z-- iZ-W' 45 Page lof I Project/Permit CBR2017-1284 EsGil Corporation In Partnership wit/i government for Bui(ting Safety I DATE: 10/11/17 JURISDICTION:'--Car aaURISDICTION: irlsb4 PLAN CHECK NO.: CBR2017-1284 U APPLICANT 694DRIS. U PLAN REVIEWER U FILE SET: III PROJECT ADDRESS: 1810 Oak Ave. PROJECT NAME: Addition and Remodel to Nere Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. fl 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 Corporation 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: EsGil Corporation staff did not advise the applicant that the plan check has been completed. LI EsGil Corporation staff did advise the applicant that the plan check has been completed. _ - REMARKS: 1) The red-clouded changes on sheets A6.1 and S2 need to be made on the City held sets. 2) Part B of the enclosed Special Inspection Agreement needs to be completed. 3) JWaa smed By: Tamara Fischer Enclosures: EsGil Corporation El GA U EJ 0 MB 0 Pc 10/5/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In cPartnersIip with government for(Building Safety DATE: 9/6/17 JURISDICTION: Carlsbad PLAN CHECK NO.: CBR2017-1284 SET: II PROJECT ADDRESS: 1810 Oak Ave. PROJECT NAME: Addition and Remodel to Nere Residence U APPLICANT JURIS. U PLAN REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. 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 Corporation until corrected plans are submitted for recheck. LII 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: Allan Teta, TRE Architecture E EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Allan Teta, TRE Architecture Telephone #: 760 268-9090 np Date contacted: Ir[ (by: Email: allan@tre.team Fax In Person By: Tamara Fischer Enclosures: EsGil Corporation 0 GA 0 EJ El MB 0 PC 8/29/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 NOTE: The items listed below are from the previous correction list. These remaining items have not been. adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current.. 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: 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code) Signatures are OK on this set. To be re-verified on the final set. FIRE PROTECTION 5. Show locations of permanently wired smoke alarms with battery backup, per Section R314. I don't see a symbol for this on the key: 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. A smoke alarm is shown in bath 3. Please remove or relocate. ii) They shall be at least 20' from a cooking appliance. A smoke alarm is shown in the kitchen within 20' of the stove. Please remove or relocate. CONTINUED ROOFS/DECKS/BALCONIES 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. CBC Section 2304.12.2.6, as amended by emergency building standards. Response referenced Roof ventilation on sheet A4.1. This correction refers to the deck joist spaces which require ventilation. Please detail how this will be achieved for the new deck. Specify on the plans the following information for the class A waterproof surfacing materials for decks, per Section R106.1.1. The ICC approval number provided is not a currently valid approval: a) Manufacturer's name and product name/number. .b) ICC approval number, or equal. SOILS / STRUCTURAL 36. Please provide a detail through FB6. 341SD2 which is referenced here does not seem to fit. 39. Complete the included City Special Inspection Form. Top portion has been completed. Form will be forwarded to City once plans are approved. They may require bottom portion to be completed prior to permit issuance. A. There is a new note on sheet S2 for TJI alternative to floor joists. If this is to be an option, provide alternates for floor details showing the TJIs instead of floor joists. Otherwise, please remove the note. PME 42. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406. Please revise plans to include the requirements in bold below. Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. All kitchen and laundry outlets must be both GFCI and Arc-Fault. Please indicate this on the plans. GFCI protected outlets for locations described in NEC 210.8(A): Laundry areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. Please show that kitchen dishwasher outlet is GFCI. CONTINUED 43. Please recheck countertop receptacle outlet spacing. Show compliance with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches from an outlet; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). Please show an outlet within 24" of each side of kitchen sink. RESIDENTIAL GREEN BUILDING STANDARDS 46. Recycling. Please complete the included Carlsbad form for Waste management. Completed form was not received and will be needed before permit issuance. ENERGY CONSERVATION 48. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) Complete Gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. I apologize for the error in the original correction. A gas isometric or piping layout is required. Please answer the question below and list any changes not due to our corrections since the original submittal. MISCELLANEOUS 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. 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. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes L3 No U Thejurisdiction has contracted with Esgil Corporation 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 Tamara Fischer at EsGil Corporation. Thank you. (City of Carlsbad WASTE MANAGEMENT PLAN . B59 DeveloDment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Owner: Contractor Job Address: Phone Number:. Permit #: Estimated Cost of Project: $________________________________________ Type of Project: []New Construction 0 Remodel or T.l. []Residential 0 Commercial 0 Demolition (check all that apply) 0 Other Non-hazardous construction waste generated during the course of this project shall be recycled and/or salvaged for re-use at a minimum of 50% per CALGreen Sec. 5.408.1. Failure to comply may result in a penalty fee up to $1,000. For projects which consist of mainly equipment and/or rècking, that have a combined weight of new construction disposal that does not exceed 2 lbs per square foot of building area affected by this permit, may be deemed to meet the 50% minimum requirement upon approval of Building Department. ALTERNATIVE FORMS OF COMPLIANCE: (It selected, do not complete Tables 1 & 2 below) 0 Construction waste shall not exceed 2 lbs. per sf. of area. All receipts shall be provided to the Building Official prior to final. (This option not applicable for most construction projects.) Square feet of construction area X 2 lbs. = ___ lbs. of allowable waste. 0 I plan on using a WASTE MANAGEMENT roll-off bin. All receipts shall be provided to the Building Official prior to final. Table 1 - Estimated Waste (To be filled out prior to permit issuance - refer to example on Page 2.) MATERIALS lbs. of.waste to betaken to LANDFILL lbs. of waste to be RE-USED or RECYCLED Waste HaulingCompany or Re-Use Method Asphalt / Concrete Brick /Masonry Cardboard Drywall Landscape Debris Lumber/Wood Metals Mixed Waste Trash /Garbage Other: TOTAL lbs: Estimated Percentage to be Re-Used or Recycled % I certify that the information provided herein, to the best of my knowledge, is true and correct. Contractor or Owner (print name) Contractor or Owner (signature) Date Official Use Only o Plan Approved 0 Plan Denied 0 Project Valuation Approved Reviewed / Approved by:___________________________________________ Page 1012 Table 2 - Actual Waste (To be completed after construction.) MATERIALS lbs. of waste taken to LANDFILL lbs. of waste RE-USED or RECYCLED Waste Hauling Company or Re-Use Method (complete only if different than Table 1) Asphalt / Concrete Brick/ Masonry Cardboard Drywall Landscape Debris Lumber/ Wood Metals Mixed Waste Trash / Garbage Other: TOTAL lbs.: Actual Percentage Re-Used or Recycled % Official Use Only 050% Goal Achieved 050% Goal Not Achieved []Alternative Compliance Achieved Penalty Paid $ Reviewed / Approved EXAM PLE: Use the following example as a guide to completing this form. MATERIALS IbL of waste LANDFILL to be token to lbs. of waste to be RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt / Concrete o 2000 A1tC.. HUv Co. Biick/Masoiuv 450 WM Prlde Ov-s1.te Cardboard o 150 AT-%C HL.c Co. Drywall o 50 APC Co. Landscape Debris 0 -v.( ot-;fte Lumber/Wood 500 0 WPtt Met Metals 300 200 WM 'AC Hd-I.. Mixed Waste 1500 0 Trash I Garbage 300 0 WPA Other: PooL 4w,CI.t3 0 900 t4$ffi OS CrSe se Ov.-stt:e TOTAL lbs: 2700 30 Percentage to be Re-Used or Recycled -59 % Formula: Total Re-used or Recycled X 100 = % Re-Used or Recycled (Total Combined Waste) 3870 X 100 = 59% Re-Used or Recycled (2700 + 3870) Since 59% exceeds the minimum requirement of 50%, this plan complies. Page 2 of 2 C EsGil Corporation - In (Partners/lip wit/i government for Building Safety DATE: 6/26/17 JURISDICTION: Carlsbad PLAN CHECK NO.: CBR2017-1284 SET:I PROJECT ADDRESS: 1810 Oak Ave. PROJECT NAME: Addition and Remodel to Nere Residence XID LICANT IS. N REVIEWER U FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply withthe jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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 Corporation until corrected plans are submitted for recheck. Li 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: Allan Teta, TRE Architecture Li EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: All Teta1)E Architecture Telephone #: 760 268-9090 Date contacted: (i— t7,(b/) Email: allan@tre.team QMaiI YTelephonr Fax In Person LI] REMARKS: By: Tamara Fischer Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 6/15/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: CBR2017-1284 JURISDICTION: Carlsbad PROJECT ADDRESS: 1810 Oak Ave. FLOOR AREA: 2796 sq ft mt remodel STORIES: 2 1811 sq ft SFD Add 568 sq ft Deck / Porch Addition HEIGHT: 27' approx 568 sq ft Patio Covers REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 6/15/17 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Tamara Fischer COMPLETED: 6/26/17 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National 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 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. 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 2015 International 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. 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: 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 Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 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 Corporation only will not be reviewed by the City Plahning, Engineering and Fire Departments until review by EsGil Corporation is complete. PLANS All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). On the cover sheet of the plans, specify any items that will have a deferred submittal (fire sprinklers). 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." Based on the construction plans, it appears that some of the exterior walls which are to be demolished are not shown (based on the wall legend) to be demolished on A1.1. Please review and correct. The section through kitchen /bedroom 3 is referenced incorrectly (wrong detail and sheet number). Please correct. CONTINUED . FIRE PROTECTION 5. Show locations of permanently wired smoke alarms with battery backup, per Section R314. I don't see a symbol for this on the key: Inside each bedroom. Outside each separate sleeping area in the immediate vicinity of the bedrooms. On each story, including basements. Such smoke alarm locations shall comply with the following: They shall be not less than 3' from the door opening of a bathroom. They shall be at least 20' from a cooking appliance. They shall be at least 3' from supply registers of heating/cooling systems. They shall be at least 3' from the tip of the blade of a ceiling- mounted fan. 6. In dwelling units within which fuel-burning appliances are installed, show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: I don't see a symbol for this on the key: Outside each separate sleeping area in the immediate vicinity of the bedrooms. On each story, including basements. 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. GENERAL RESIDENTIAL REQUIREMENTS 7. Please provide an exhaust fan for the water closet compartment at master bath. Section R303.3. 8. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Please specify header heights for windows W9 and W26. CONTINUED EXITS, STAIRWAYS, AND RAILINGS 9. Guards (Section R312): Shall be installed along open-sided walking surfaces that are located more than 30" above the floor or grade below. Please provide and reference a guard detail for each separate condition, including half walls. (All decks, landing at top of interior stairs, open side of stairs). Shall have a height of 42" (may be 34" along the sides of stairs). Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. (Structural calculations may be required). 10. Provide stairway and landing details. Section R311.7. Please clarify that the 10" run is to be measured from the projection of the nosing. Please specify rise and run for steps up to Master. Show minimum 6'8" headroom for bottom run of main interior stairs. It appears lower porch is more than 7 3/4" above grade. Please show steps in compliance with the following: Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". Minimum headroom is 6-8". Minimum width is 36" 11. Handrails (Section R311.7.8): Shall be provided on at least one side of each stairway with four or more Risers. Please call out handrail for steps up to master. ROOFS/DECKS/BALCONIES 12. 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. CBC Section 2304.12.2.6, as amended by emergency building standards. 13. Specify on the plans the following information for the class A waterproof surfacing materials for decks, per Section R106.1. 1: Manufacturer's name and product name/number. ICC approval number, or equal. CONTINUED 14. Specify minimum ¼ inch per foot roof slope for drainage at decks and show / detail how it will be achieved. Section R905.9.1. Please clarify how the deck at bedroom 6 will be constructed. Existing floor joists are shown for portion of the floor and deck. It appears drainage will be a problem here. 15. Show the sizes/locations of deck drains and overflows at master deck. Section R903.4. 16. Please correct labeling of attic areas at roof ventilation calcs on sheet A4.1. (Kitchen listed twice). SOILS I STRUCTURAL 17. 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: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 18. 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 (as required by the soil report). 19. Please revise Structural Design Basis on sheet SW to include soil report information and allowable soil bearing value used in the calculations. 20. Truss layout does not include lower floor roof trusses at kitchen. 21. Please call out truss connectors on framing plans or truss layout. 22. Truss packet and layout do not appear to include the required drag trusses. 23. It is unclear what is supporting the west end of truss T05. Also, the north end of T04 reaction does not appear to be included in T03C loading. 24. Once revised, please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others for loading and configuration and that it is consistent with the structural design. (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. CONTINUED Please detail connection of nailers and web fillers to steel beam at 21/SD2. Please include deck live load in design basis on SNI and load list in calcs. (150% of the live load (60 psf in this case) required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards). Please justify 2x6 hips at roof over lower porch. Please show that existing 2x12 floor joists which support the smaller second floor deck area and some walls above are adequate. Include 60 psf live load for deck area. Elevations show some outriggers. Please detail them. Please detail shear transfer at roof over smaller 2d floor deck. It appears that drag straps are needed along the line where the 1500 lb drag truss occurs. Please strap lower porch into the main building. Please detail shear transfer at roof discontinuities. Please complete shear transfer at 25/SD2. Detail 13/SD 1 is not accurate where it is referenced at the edge of the deck at grid F lower. Please provide a detail through F136. 14/SDI does not fit where it is referenced at the stairs on the floor framing plan. Please call out the size and provide support below for stair landing beam. Complete the included City Special Inspection Form. PME The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less than 30" x 22". CIVIC Section 304.4. CONTINUED 41. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. A single line diagram, panel schedules, and provide service load calculations may be required, depending on the size of the service. 42. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406. Please revise plans to include the requirements in bold below. Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. GFCI protected outlets for locations described in NEC 210.8(A): Laundry areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. 43. Please recheck countertop receptacle outlet spacing. Show compliance with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches from an outlet; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). 44. Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409, 410. RESIDENTIAL GREEN BUILDING STANDARDS 45. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. Please revise note 14 , sheet AO.1 to reflect the following current requirement. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Lavatory faucets 1.2 gpm @ 60 psi' 46. Recycling. Please complete the included Carlsbad form for Waste management. CONTINUED ENERGY CONSERVATION The designer's signature is required on the CF-IR. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) Complete Gas piping sizing design based upon a minimum input of 200,000 btu/hr for each water heater. 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 1.10.3 All hot water piping sized W or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation, larger pipe sizes, require I /" thick insulation. Additionally, the 1/2" hot water pipe to the kitchen sink and the cold water pipe within 5' of the water heater are both required to be insulated. Residential Energy Lighting Requirements. (Please revise lighting notes to reflect the following current requirements). ES' All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. Light sources that are not marked "JA8-2016-E" shall not be installed in enclosed luminaires. ES 150.0(k) In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k) SFD outdoor lighting fixtures that are attached to a building are required to be high efficacy, be manually on/off switch controlled, and have both motion sensor and photocell control. See ES 150.0(k) 3 for additional control options. 'Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. I see the symbol on the key, but I do not see it shown on the plans. CONTINUED . MISCELLANEOUS 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. 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. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No U The jurisdiction has contracted with Esgil Corporation 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 Tamara Fischer at EsGil Corporation. Thank you. Development ic Serves (Cit'r of WASTE MANAGEMENT Building Division PLAN t635FarodayAvenuc C vii'I a"7606024719 cii. i) B59 www.carlsbadca.gov Owner Contractor Job Address: Phone Number: Permit it: (Estimated (test of Project Type of Project 0 NewCsnstmclion 0 Remodel orT.i. QResiderrl,icl 0 Ceriunefciai Ooemolihon (check all that apply) J Other Non-hazardous construction waste generated during the course of this project shall be recycled and/or salvaged for re-use at minimum at WAS per cALGrccrt Sec. 5.408.1. Failure to comply may result in U penally 100 up to $ 1.000. For projects which consist ol' mainly equipment und/or lacking, that have a combined weight of new construction disposal that does not exceed 2 lbs per square foot of building area affected by this permit, may be deemed to meet the 50% minimum requirement upon approval at Building Department. ALTERNATIVE FORMS OF COMPLIANCE: (If selected, do not complete Tables 1 & 2 below) 0 Construction waste shall not exceed 2 lbs. persi. 01 area. All receipts shall be provided Lo'Uic Building Official prior to final. (This option not applicable for most construction projects.) Square feet ci construclion area X 2 lbs. lbs. of allowable waste. O I plan oil using a WASTE MANAGEMENT roll-oIl bin. All receipts shall be provided to the Building 01flc1a1 prior to 111101. Table I - Estimated Waste (To be filled out prior to permit issuance refer to example on Page 2.) MATERIALS lbs. at waste to be taken to LANDnLL lbr. of waste to W RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt / Concrclr Brick/ Masonry Curdborird Drywall Landscape Debris Lumber/ Wood Mtsls Mixed Waste Trash / Garbage Other: TOTAL Ibs: Estimated Percentage to be Re-Used or Recycled % I ccrtily'thut tile lnr'or,natio,u provided hctein. 10 the best of my knowledge. Is true and correct. Contractor or Oener(pstnt name) Contractor or Owner (signature) Date Official Use Only Plan Approved C Plan Denied 0 Project Valuation Approved Reviewed/ Approved y. Pngniof2 Table 2 - Actual Waste (To ho coiiipklod i1IcucnnsIiiiclion.) MATERIALS lbs of waste taken to LANDFILL tha. of waste RE-USED or RECYCLED Waste IlaiitIngCnmpany or Reuse Method (cotripicte only if different Utun Table 1) Asptwlt/ COncu.tc Brick/ Masonry Cardboard I),waII Landscape Debris Lumber / Wood Metals Mixed Waste Trash / Garbage Other: TOTAL Its.: Actual Peitentage Re-Used or Recycled Official Use Only 050% Goal Achieved 50% Goal Not Achieved 0 Allernative Compliance Achieved Penalty Paid $ Reviewed / Approved by: EXAM PLE: use we following example as a guide to completing (his form. MATERIALS lb.ofwaft to be taken to LANDFILL lbs. of waste to be RE-USED or RECYCLED Waie Hauling Company or Re-Use Method ApbalrCoucrete lhikI Muenny .LO) WM / t'1 Ci..-site Cardboard AT•C H4L9 DrywnU C x AE;-G;fC,.i(1t4q. c. Landscape Debris ell 20 Lumber/ Wood cp.t çi-r j— Mcttth N"i / AT Hi4ii Mixcd Waste I s;ish I (i;ir1aire 300 V1111.4 I Orher: ptL FOThI.11e.: 7 Percentage to be Re-Used or Recycled 59 % Formula: Total Re-used Or Recycled X 100 = % Re-Used or Recycled (Total Combined Waste) 3870 X 1.00 = 59% Re-Used or Recycled (2700+ 3870) Since 59% exceeds the minimum requirement of 50%, this plan complies. pllger 2 0F 2 Jurisdiction Code 1cb I0y0I'1nanco Bldg PFéé&rOrdfriaticTe F] PIaiChkFie:by0rdináncé F] Type of Review: @. Complete Review 0 Repetitive Fee 0' Other jRepea ' Hourly 'ESGil F.. I $1,999.91 I I $1,299.941 0 Structural Only 1 I $1,119.951 (DO NOTPA Y— THIS IS NO TAN INVOICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: CBR2017-1284 PREPARED BY: Tamara Fischer DATE: 6/26/17 BUILDING ADDRESS: 1810 Oak Ave. BUILDING OCCUPANCY: R3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier - Reg. Mod. VALUE ($) Int remodel 2796 46.51 130,042 SFD Add 1811 169.50 306,965 Decks 568 20.03 11,377 patio covers 568 12.33 7,003 Fireplace 1 3,373.05 3,373 Air Conditioning 1811 5.39 9,761 Fire Sprinklers 4607 4.01 18,474 TOTAL VALUE I 4861995 Comments: In addition to the Sheet I of I macvalue.doc + HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY August 23, 2017 1rojctNo. 8305.1 Mr. Andrew Nere AUG 2 8 2017 1810 Oak Street Carlsbad, California 92008 CITY OF CARLSBAD Subject: FOUNDATION PLAN REVIEW BUILDING DIVISION Proposed Additions 1810 Oak Street Carlsbad, California References: 1. "Geotechnicat Investigation, Proposed Additions, Existing Single- Family Residence, 1810 Oak Street, Carlsbad, California", by Hetherington Engineering, Inc., dated May 19, 2017. 2. Foundation Plan and Details, Nere Residence, 1810 Oak Avenue, Carlsbad, CA 92008, by PCSD, dated May 15, 2017. Dear Mr. Nere: In response to the request of Mr. Allan Teta, TRE Architecture, we have reviewed the foundation plans (Reference 2) and geotechnical report (Reference 1). Based on our review, the foundation plans appear to properly incorporate the geotechnical recommendations and are approved from a geotechnical standpoint. This opportunity to be of services is sincerely appreciated. If you have any questions, please call this office. Sincerely, HETHERINGFON ENGINEERING, INC. M4\ Wul.tF Certified Hydrogeolo Civil Engineer Geotechnical r 3 Certified Engineering Professional Geologist e37 (expires 3/31/1 (expires 3/31/18) G.1153 ü E. Distribution: 1-Addressee 1-via e-mail (Allan®tre.teani) 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949)715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com K,Zo t-1 — 12.1S L GEOTECHNICAL INVESTIGATION Proposed Additions Existing Single-Family Residence 1810 Oak Street Carlsbad, California HETHERINGTON ENGINEERING, INC. /') 011,111-1 0-t -1 - jc_~,4 HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY May 19, 2017 ProjectNo. 8305.1 Log No. 18989 Mr. Andrew Nere 1810 Oak Street Carlsbad, California 92008 Subject: GEOTECHNICAL INVESTIGATION Proposed Additions Existing Single-Family Residence 1810 Oak Street Carlsbad, California References: Attached Dear Mr. Nere: In accordance with your request, we have performed a geotechnical investigation for the proposed additions to the existing single-family residence at the subject site. Our work was performed during April and May 2017. The purpose of our investigation was to evaluate soil and geologic conditions within the area of the proposed additions, and to provide grading and foundation recommendations for the proposed construction. Our scope of work included the following: Research and review of available plans and geologic maps/literature pertinent to the site (see References). Subsurface exploration consisting of manually excavated test pit/borings for soil sampling and geologic observation. Laboratory testing of samples obtained from the subsurface exploration. Engineering and geologic analysis. Preparation of this report presenting the results of our field and laboratory work, analyses, and our conclusions and recommendations. 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 2 SITE DESCRIPTION The subject property is located at 1810 Oak Avenue, Carlsbad, California (see Location Map, Figure 1). The site consists of a rectangular shaped property that is currently occupied by a two-story, single-family residence and detached garage. Appurtenant improvements include flatwork, patio covers, planter walls, landscaping and a spa. The property is bounded by Oak Avenue to the southeast; and similarly developed properties to the northeast, northwest, and southwest. Topographically, the site is relatively level. PROPOSED DEVELOPMENT The architectural plans provided (Reference 6) indicate that proposed development consists of several additions along the sides of the residence. We anticipate wood-frame construction founded on conventional continuous/spread footings with slab-on-grade ground floors. Building loads are expected to be typical for this type of relatively light construction. Grading will likely consist of cut and fill on the order of approximately 1 to 2-feet. SUBSURFACE EXPLORATION Subsurface conditions were explored by manually excavating two borings and one test pit to depths of 6 to 7.5-feet below existing site grades. The approximate locations of the borings and test pit are shown on the attached Plot Plan, Figure 2. The subsurface exploration was supervised by a geologist from this office, who visually classified the soil, and obtained bulk and relatively undisturbed samples for laboratory testing. The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the attached Boring Logs and Log of Test Pit, Figures 3 through 5. LABORATORY TESTING Laboratory testing was performed on samples obtained during the subsurface exploration. Tests performed consisted of the following: Dry Density/Moisture Content (ASTM: D 2216) Maximum Dry Density/Optimum Moisture Content (ASTM: D 1557) Direct Shear (ASTM: D 3080) HETHERINCTON ENGINEERING, INC 0N 3JflOId I I909 ON 133roJd SINVI1I1SNOO 1V3INH3310 eiuJoiie 'peqsJe3 ONI 'ONIiNION NOIONIH12H BnUGAV MeO 01.91. dVItJ NOIIV001 (sol!w go x ;o :snb3 P!9 .) ,oco - , :,v3s I goi.I. 96ed UO!!p UL cuno 06910 ues P!flO sewoLu. oqj :VJOJd 03.LdVCIV 01 z01 v-• ..• - - .1)3iSI - I . .. jf4fr , 4 ,' 0 •- ) < S / . So / ' - #\ \ - 39 VillA • - .. Vd -r_ .j0 \ 9' 4 Qv05)19V 4 •b .. yo A AVIT IIJ~J I 3fi ! b AV : awosiv 110 vmn Vi C' u '- *-. •4. c5b 110 V 9 IAVC Ha 93 - . ...a90V111S 1 0' .9' s " ' 3 " ' ia' svi 4 ' .' % ViS3II0J - - )mw^NVS I 9 9490' - C -'I ? I011Wl ? I is o 11 3300 4 90' 11011.1 CI 40' - Q0 / 9 XdVd I !131 1111191111 0NY3'W 1101 13 0190' 0 V1VII01, 191111 . VON' 3VW 31 e. .04 I vg- O11 A • 01*9.7 - -- o. AMNd a wA I / lit)vuNial 11 i 9 1011 I , - 30911001 0L\, - 110 AMNd GHV)IDY ej1 C -.11 194LN3H111ON awn cE s '4. V11A1 AM ytsii pAM ION 11 3311.111 '9& • I 019 09 0q IN - us z IS M3P' - slu H S3Ufli 1 -q 9, '11..- e , GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 3 . Soluble Sulfate (Cal Test 417) Results of the dry density and moisture content determinations are presented on the Boring Logs and Log of Test Pit, Figures 3 through 5. The remaining laboratory test results are presented on the attached Laboratory Test Results, Figure 6. SOIL AND GEOLOGIC CONDITIONS Geologic Setting The subject site lies within a relatively level marine terrace that is contained within the coastal plain region of northern San Diego County, California. The coastal plain region is characterized by numerous regressive marine terraces of Pleistocene age that have been established above wave-cut platforms of underlying Eocene bedrock and were formed during glacio-eustatic changes in sea-level. The terraces extend from areas of higher elevation east of the site and descend generally west-southwest in a "stairstep" fashion down to the present day coastline. These marine terraces increase in age eastward. The site area is contained within the west portion of the USGS San Luis Rey 7-1/2-minute quadrangle. As observed in the subsurface excavations, the site is underlain by Quaternary terrace deposits. Structurally, bedding within the terrace deposits is considered to be essentially massive. Geologic Unit Terrace Deposits - Terrace deposits were encountered in all exploratory locations and consist of massive, brown, red brown and orange brown, clayey to silty sand that is moist and loose to dense with a very low expansion potential. The upper 2 1/2-feet are weathered with porosity and root growth. Santiago Formation bedrock underlies the terrace deposits at an undetermined depth. Groundwater Seepage was not encountered in the exploratory borings or test pit. It should be noted, however, that fluctuations in the amount and level of groundwater might occur due to variations in rainfall, irrigation and other factors that may not have been evident at the time of our field investigation. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 4 SEISMICITY Based on our review of the available geologic maps/literature, there are no active or potentially active faults that traverse the subject site, and the property is not located within the currently mapped limits of an Alquist-Priolo Earthquake Fault Zone. The following table lists the known active faults that would have the most significant impact on the site: Maximum Probable Fault Earthquake Slip Rate (Moment Magnitude) (mm/year) Rose Canyon/Newport-Inglewood 7.0 1.5 (4-kilometers/2.5-miles southwest) Coronado Bank 7.4 3.0 (30-kilometers/1 8.6-miles southwest) Elsinore (Julian Segment) 7.3 3.0 (45-kilometers/28-miles northeast) SEISMIC EFFECTS Ground Accelerations The most significant probable earthquake to affect the property would be a 7.0 magnitude earthquake on the Rose Canyon/Newport-Inglewood fault. Based on Section 1803.5.12 of the 2016 California Building Code and Section 11.8.3 of ASCE 7-10, peak ground accelerations (PGAm) of 0.467g are possible for the design earthquake. Landsliding Review of the referenced geologic maps/literature indicates that the subject property is not included within the limits of any previously mapped landsliding. The risk of seismically induced landsliding affecting the proposed additions is considered very low due to the relatively level topography. Ground Cracks The risk of fault surface rupture due to active faulting is considered low due to the absence of an active fault on site. Ground cracks due to shaking from seismic events in the region are possible, as with all of southern California. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8305.1 LogNo. 18989 May 19, 2017 Page 5 Liquefaction The risk of seismically induced liquefaction within the site is considered low due to the dense nature of the terrace deposits and absence of shallow groundwater. Tsunamis The site is not located within a mapped tsunami inundation area (Reference 1). The risk of a tsunamis adversely impacting the site is considered low due to the elevation of the property above sea-level and distance of the property from the coast. CONCLUSIONS AND RECOMMENDATIONS General The proposed development is considered feasible from a geotechnical standpoint. Grading and foundation plans should consider the appropriate geotechnical features of the site. Provided that the recommendations presented in this report and good construction practices are utilized during design and construction, the proposed construction is not anticipated to adversely impact the adjacent properties from a geotechnical standpoint. Seismic Parameters for Structural Design Seismic considerations that may be used for structural design at the site include the following: a. Ground Motion - The proposed additions should be designed and constructed to resist the effects of seismic ground motions as provided in Section 1613 of the 2016 California Building Code and ASCE 7-10. Site Address: 1810 Oak Avenue, Carlsbad, California Latitude: 33.1668°N Longitude: 1 17.3335°W HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 6 Spectral Response Accelerations - Using the location of the property and data obtained from the U.S.G.S. Earthquake Hazard Program, Seismic Design Maps, short period Spectral Response Accelerations Ss (0.2 second period) and Si (1.0 second period) are: S= 1.124g Si = 0.432g Site Class - In accordance with Chapter 20 of ASCE 7-10, and the underlying geologic conditions, a Site Class D is considered appropriate for the subject property. Site Coefficients Fa and F - In accordance with Table 1613.3.3 and considering the values of S and Si, Site Coefficients for a Class D site are: Fa= 1.050 F= 1.568 Spectral Response Acceleration Parameters Sms and Smi - In accordance with Section 16 13.3.3 and considering the values of Ss and Si, and Fa and F, Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sm 1.181g Smi = 0.677g Design Spectral Response Acceleration Parameters Sdg and Sd1 - In accordance with Section 16 13.3.4 and considering the values of Sm and Smi, Design Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sd = 0.787g Sdi = 0.452g Long Period Transition Period - A Long Period Transition Period of TL = 8 seconds is provided for use in San Diego County. Seismic Design Category - In accordance with Tables 1604.5, 1613.3.5(1) and 1613.3.5(2), and ASCE 7-10, a Risk Category II and a Seismic Design Category D are considered appropriate for the subject property. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 7 3. Site Grading Prior to construction, the area of the proposed additions should be cleared of existing surface improvements, obstructions, vegetation and debris. Materials generated during clearing should be disposed of at an approved location off-site. Holes resulting from the removal of buried obstructions which extend below finished site grade should be backfilled with compacted fill or lean concrete. Within the limits of proposed additions and to 5-feet beyond where possible, existing loose weathered terrace deposits should be removed down to approved terrace deposits. We anticipate removal depths on the order of 2-feet below existing site grades. Actual removal depths should be determined in the field by the Geotechnical Consultant based on conditions exposed during grading. Following removals, the exposed surface should be scarified to a depth of 6 to 8- inches, moisture conditioned to about optimum moisture content and compacted to at least 90-percent relative compaction (ASTM: D 1557). Fill should be moisture conditioned to about optimum moisture content and compacted by mechanical means in uniform horizontal lifts of 6 to 8-inches in thickness. All fill should be compacted to a minimum relative compaction of 90- percent based upon ASTM: D 1557. The on-site materials are suitable for use as compacted fill provided all vegetation and debris are removed. Rock fragments over 6-inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be observed and tested as necessary by the Geotechnical Consultant. As an alternative to remedial grading, the proposed new footings may be deepened to be embedded at a depth of 4-feet below the existing ground surface. A structural slab or raised-wood floor would be necessary as on grade support in weathered terrace deposits is not be recommended. 4. Foundation and Slab Recommendations The proposed additions should be supported on conventional continuous/spread footings founded at least 18-inches into compacted fill and/or approved terrace deposits. Continuous footings should be at least 12-inches wide, and reinforced with a minimum of four #4 bars, two top and two bottom. Foundations located adjacent to HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 8 utility trenches should extend below a 1:1 (horizontal to vertical) plane projected upward from the bottom of the trench. Foundations bearing as recommended may be designed for a dead plus live load bearing value of 2000-pounds-per-square-foot. This value may be increased by one- third for loads including wind and seismic forces. A lateral bearing value of 250- pounds-per-square-foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.35 may be assumed. These values assume that footings will be poured neat against the foundation soils. Footing excavations should be observed by the Geotechnical Consultant prior to the placement of reinforcing steel in order to verify that they are founded in suitable bearing materials. Total and differential settlement due to foundation loads is considered to be less than 3/4 and 3/8-inch, respectively, for foundations founded as recommended. Differential performance of the foundations and resulting movement between the additions and the existing residence should be expected. Consequently, these connections are subject to cracking and distress. Structural and architectural plans should consider providing details that accommodate expected movement. Slab-on-grade floors (supported by compacted fill) should have a minimum thickness of 5-inches and should be reinforced with #4 bars spaced at 18-inches, center to center, in two directions, and supported on chairs so that the reinforcement is at mid- height in the slab. Floor slabs should be underlain with a moisture vapor retarder consisting of a minimum 10-mil polyethylene membrane. At least 2-inches of sand should be placed over the vapor retarder to assist in concrete curing and at least 2- inches of sand should be placed below the vapor retarder. The vapor retarder should be placed in accordance with ASTM: B 1643. Prior to placing concrete, the slab subgrade soils should be thoroughly moistened. Vapor retarders are not intended to provide a waterproofing function. Should moisture vapor sensitive floor coverings be planned, a qualified consultant/contractor should be consulted to evaluate moisture vapor transmission rates and to provide recommendations to mitigate potential adverse impacts of moisture vapor transmissions on the proposed flooring. 5. Concrete Flatwork Concrete flatwork should be at least 5-inches thick (actual) and reinforced with No. 4 bars spaced at 18-inches on-center (two directions) and placed on chairs so that the HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 9 reinforcement is in the center of the concrete. Contraction joints should be provided at 10-feet spacing (maximum). Joints should create square panels where possible. For rectangular panels (where necessary) the long dimension should be no more than 1.5 times the short dimension. Joint depth should be at least 0.25 times the flatwork thickness. Expansion joints should be thoroughly sealed to prevent the infiltration of water into the underlying soils. Sulfate Content A representative sample of the on-site soils was submitted for sulfate testing. The result of the sulfate content test is summarized on the Laboratory Test Results, Figure 6. The sulfate content is consistent with a negligible sulfate exposure classification per Table 4.2.1 of the American Concrete Institute Publication 318, consequently, no special provisions for sulfate resistant concrete are considered necessary. Other corrosivity testing has not been performed, consequently, on-site soils should be assumed to be severely corrosive to buried metals unless testing is performed to indicate otherwise. Utility Trench Backfill Utility trench backfill should be compacted to at least 90- percent relative compaction (ASTM: D 1557). Backfill should be tested and observed by the Geotechnical Consultant. Site Drainage The following recommendations are intended to minimize the potential adverse effects of water on the structure and appurtenances. Consideration should be given to providing roof gutters and downspouts that discharge to an area drain system and/or to suitable locations away from the structure. All site drainage should be directed away from the structure and not be allowed to flow over slopes. No landscaping should be allowed against the structure. Moisture accumulation or watering adjacent to foundations can result in deterioration of building materials and may effect foundation performance. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 10 Irrigated areas should not be over-watered. Irrigation should be limited to that required to maintain the vegetation. Additionally, automatic systems must be seasonally adjusted to minimize over-saturation potential particularly in the winter (rainy) season. All yard and roof drains should be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or, in the case of subsurface drains, by placing a hose at the inlet and checking the outlet for flow. 9. Recommended Observation and Testing During Construction The following tests and/or observations by the Geotechnical Consultant are recommended: Observation and testing of grading. Foundation excavations prior to placement of forms and reinforcement. Utility trench backfill. Flatwork subgrade. 10. Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations during construction, the Geotechnical Consultant should be promptly notified for review and reconsideration of recommendations. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8305.1 Log No. 18989 May 19, 2017 Page 11 Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. This opportunity to be of service is sincerely appreciated. If you have any questions, please call this office. Sincerely, ENGINEERING, INC. Paul A. Bogseth 111 brl_ Professional Geologist 37 Certified Engineering G 153 7 '* Certified Hydrogeologi U. 0. 00 (expires 3/31/18) Attachments: Location Map Plot Plan Boring Logs/Log of Test Pit Laboratory Test Results ark D. e erin n Civil Engineer 30 88 Geotechnical Engineer (expires 3/31/18) Figure 1 Figure 2 Figures 3 through 5 Figure 6 Distribution: 5-Addressee 1-via e-mail (andrew@ilslease.com) 1-via e-mail (allan@tre.team) HETHERINGTON ENGINEERING, INC. REFERENCES California Emergency Management Agency, "Tsunami Inundation Map for Emergency Planning, Oceanside Quadrangle/San Luis Rey Quadrangle," dated June 1, 2009. ICBO, California Building Code, 2016 Edition. ICBO, "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," California Division of Mines and Geology, 1998. Peterson, Mark P., et al, "Doumentation for the 2008 Update of the United States National Seismic Hazards Maps," USGS Open File Report 2008-1128, dated 2008. Tan, Siang S. and Kennedy, Michael P., "Geologic Maps of the Northwestern Part of San Diego County, California," California Division of Mines and Geology, Open-File Report 96-02, dated 1996. TRE Architecture, "Schematic Design, Nere Residence, Carlsbad, California", dated March 22, 2017 (Sheets A1.1, A2.0). Weber, F.H. Sr., "Recent Slope Failures, Ancient Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California," California Division of Mines and Geology, Open-File Report 89-12LA, dated 1982. 2007 Working Group and California Earthquake Probability, "The Uniform, California Earthquake Rupture Forecast, Version 2 (EJCERF-2)," USGS Open File Report 2007- 1437 and California Geological Survey Special Report 203, dated 2008. Project No. 8305.1 Log No. 18989 HETHERINGTON ENGINEERING, INC. ; N 3i' wALL jr - - - ± 1 1 PLANTEP WALL PLAVVIER FArrEr H L. I / J / I /ILI) /1 LATTICE COVER 41, RUDME EL 235X / \ t I 76 APPROXIMATE LIMITS OF EXISTING RESIDENCE I I/ARCHWAY 0 1 2 _ 1 0 5 10 15 20 I / - / k [r] FdU1L / I \ I \ -10 NEcru\R W1 '- LEGEND [f U - I J Li [ii TP-1 APPROXIMATE LOCATION OF TEST PIT rAMItY APPROXIMATE LOCATION OF HAND AUGER BORING olk \ / L 0 14 41 a-. / I W GC I PROPOSED /DDITIONS 1 \I 1 IJ -- _---. 106 I T P—I PLOT PLAN L { I1 1810 Oak Avenue N 3OO59 vbaoo, HETHERINGTON ENGINEERING, INC. Carlsbad, California GEOTECHNICAL CONSULTANTS PROJECT NO. 8305.1 1 FIGURE NO. 2 BACKHOE COMPANY: _George Mansoif BUCKET SIZE: Hand Pit DATE: 04/12/17 (I)— fU) SOIL DESCRIPTION Wz 24 C14 W 134 00 B TEST PIT NO. TP-1 ELEVATION:' 0.0 . . - WEATHERED TERRACE DEPOSITS: Brown to red brown slightly clayey fine to medium sand, moist, loose to medium dense, - abundant roots, porous - I! 114 10.2 TERRACE DEPOSITS: Orange brown clayey fine to medium sand, - moist, medium dense to dense - 118 11.2 - 5.0— - Total depth 6-feet No groundwater - No caving - loo— - - 15.0— - 20.0--- LOG OF TEST PITS 1810 Oak Avenue HETHERINGTON ENGINEERING, INC. Carlsbad, California PROJECT NO. 8305.1 FIGURE NO. 3 GEOTECHNICAL CONSULTANTS DRILLING COMPANY: George Mansoif RIG: Hand Auger DATE: 04/12/17 BORING DIAMETER: 4" DRIVE WEIGHT: DROP: ELEVATION:' z]i:I co >- - BoING:o.:A..1 0.0-1 ; I I SOIL DESCRIPTION WEATHERED TERRACE DEPOSITS: Brown to red brown slightly clayey fine to medium sand, moist, loose to medium • dense, slightly porous - - - — — TERRACE DEPOSITS: Orange brown clayey fine to medium _I sand, moist, medium dense to dense 5.0- - - - @7': Orange brown silty fine to medium sand, moist, dense - - Total depth 7.5-feet - No groundwater - No caving - 10.0- - 15.0- - 20.0--- - BORING LOG 1810 Oak Avenue HETHERINGTON ENGINEERING, INC. Carlsbad, California PROJECT NO. 8305.1 FIGURE NO. 4 GEOTECHNICAL CONSULTANTS DRILLING COMPANY: George. Mansolf RIG: Hand Auger DATE: 04/12/17 BORING DIAMETER: 4" DRIVE WEIGHT: DROP: ELEVATION: ' t > - NO. HA-2 I BORING o cn— SOIL DESCRIPTION - - 00 - _____ WEATHERED TERRACE DEPOSITS: Brown to red brown slightly clayey fine to medium sand, moist, loose to medium - dense, porous - - - - TERRACE DEPOSITS: Orange brown clayey fine to medium sand, moist, medium dense to dense 5.0— - Total depth 7-feet No groundwater - - No caving 10.0- 15.0- 20.0 BORING LOG 1810 Oak Avenue HETHERINGTON ENGINEERING, INC. Carlsbad, California PROJECT NO. 8305.1 FIGURE NO. 5 GEOTECHNICAL CONSULTANTS • pJ Z TP-1 @ 1 to 2 1/2' Red brown 7 it, -8 91-1 :''-'-•- .,; •.s is..-. •- i. •- . . . :-. . . .-; - ai a S SEii.R. '-. 5 • S -:- •'5 •X 55.5 •,.. P (A'rvL J3O8) i4 ' : IlWtt I ' r w — - r' — '" •'— r r' .1=- —'— - Samplç Location 1 r Remarks i - tr' RM - TP-1 @ 1 to 2 1/2' 25 75 Remolded to 90% at optimum moisture content, soaked, consolidated, and drained gug r P 'T5$.4 .'c- • Jn5t.5-. • 1- r)32 aj5j - 15 S llf1tJ k Wio _i i1iW TP-1@2' .-0.0050 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 No. & Name: Plan Check No.: CBR2017-1284 Project Address: 1810 OAK AVE Assessor's Parcel No.: 1562202300 Project Applicant: ANDREW NERE (Owner Name) Residential Square Feet: New/Additions: 1,811 Second Dwelling Unit: Commercial Square Feet: New/Additions: 'City Certification: City of Carlsbad Building Division Date: 02/12/2018 * Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of, payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or, if the initial determination of units.or square footage is found to be incorrect, and that (2)' the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xl 166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760)753-6491 Ext5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district (s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED . The undersigned, being duly authorized by the applicable School District, certFis the tie de,el over, builder, or owner has satVd tie ob i Stioriforsciecl fail itE . This is to certfy tint tie appi kant liked on jage 1 has paid all amounts or completed other applicable school mittim'ddernin al by tie Sthool Os trict . The City may issue building permits for this project. Signature of Authorized School District Official:, Lc. - y.*a\vvv- ) Title: _S ' ' Date: &D H Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: ___ WINO REAL _j . , 3 -&b CARLSBADA2OO9 Building Division )( ,( .1 L-____"_-___--_--------- 1635 Faraday Avenue I carlsbad, CA92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov Jr I'd Sid yf Viva oC r of 8TE MANAGEMENT • Development Services Pty Building DMslan Carlsbad PLAN 1535Faraday Avenue B-59 760.602-2719 www.cadsbadca.gov Owner: ANDREW AND NORA NERE Contractor NICK MARCHAND JObAddreSsidlo Oak Aw- 619-991-5552 Pewit #-. PLAN CHECK CBR-2017-1254 Estimated Costof Project $ $250,000 Type of Project a New Construction 0 Remodel or Ti. 0 Residential []Commercial XDemolition (check all that apply) 0 Other NoMazardous construction waste generated during the course of this project shall be recycled and/or salvaged for rerse at a minimum of 65% per CALGreen Sec. 5.408.1. Failure to comply may result In a penalty fee up to $1,000. For projects which consist of mainly equipment and/or racking, that have a combined weight of new construction disposal that does not exceed 2 lbs per square foot of building area affected by this permit may be deemed to meet the 65% minimum requirement upon approval of Building Department ALTERNATIVE FORMS OF COMPLIANCE (if selected, do not complete Tables 1& 2 below) Construction waste shall notexceed 2 lbs. persf. of area. NI receiptsshall be provided tothe Building Official priorto final. (This option not applicable for most construction projects.) Square feet of construction area -X 2 lbs. = lbs. of allowable waste. U I plan on using a WASTE MANAGEMENT roll.off bin. NI receipts shall be provided to the Building Official prior to final. Table 1- Estimated Waste (To be filled out prior to permit issuance- refer to example on Page 2.) MATUEMS ilbs.olwastetobetakento LANDFILL RE-USED or RECYCLED Aspha Ibs.olwastetobe Woste kaullngCompanyor Re-Use Method ___________________________ It/concrete _______ 8iIck/Masonrj jg01 ow M - Cardboard Drywall Landscape Debris Lumber/ Wood metals Mited Woste Trash! Garbage loco 01her C1) -----+1i,000 42,000 TOTAL lbs 3 , 2_2, ç- ieo Estimated Percentege to be Re-Used or Recycled % I thef ra1. on videdhn, to the best of my knowledge, is true and correct. A 4 Danvacicror Owner (Ma nen) Co cter or Owner (sIgnature) Date Official Use Only 0 Plan Approved 0 Plan Denied 0 Project Valuation Approved Reviewed/ Approved by:_________________________________ Page lot 2 REV.03..2017 Table 2 -Actual Waste(To be completed afterconstruction.) MATOM ft of waste taken to LANDFILL lbs. of waste RE-USEDor RECYCLED(Complete Waste Hauling Companyor Re-Use Method only If different than Table 1) Asphalt/ concrete Brick/ Masonry Cardboard Drywall Landscape Debris Lumber/ Wood Metals Mixed Waste Trash / Garbage Other TOTAL lbs.: Actual Percentage Re-Used or Recycled Official Use Only 065% Goal Achieved 065% Goal Not Achieved 0 Alternative Compliance Achieved Penalty Paid $___________ Reviewed / Approved by_________________________________ EXAMPLE: Use the following example as a guide to completing this form. MATAIS lbLofw000tobetokento LANDFIlL Ibs.afwostotobe Waste Haft Company or Re-Use Method Asphalt /Concete 3000 AC l-taids&Co. Brick lMasoray 100 WM / Re-Msed lsrick Ov-sd..e Cardboard ABC L Co. Diywall 0 50 AZC "auUyta Co. Landscape Debris 0 Mu4hed Rgg ov-sLte Lumber/Wood 500 0 Waste MaitacgMeeit Meials WM/ABCuai.dLsg Mixed Waste ism o WM Trash I(gc 300 0 WM Other Pool. te 0 300 L4sefA as cncskea Base 0s1 -site TOTAL lbs.: 2700 5,370 PercentagetobeRe-UsedorRecycled _67 % Formula: Total Re-used or Recycled X 100 = % Re-Used or Recycled (Total Combined Waste) 5370 X 100 = 67% Re-Used or Recycled (2700+ 5370) Since 67% exceeds the mmimum tequlrementof 65%, this plan complies. Page 2 of 2 - STANDARD PROJECT (City of REQUIREMENTECEIVEeI0Pmeh7t Services d Development Engineering 1635 Faraday Avenue Carlsbad , / JUN 132017 (760)602-2750 E36 www.carisbadca.gov CITY OF CARLSBAD Project Information Project Name: tjoM R.Et PtLC. Project ID: DWG No. or Building Permit No.: Source Control BMPs All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix El 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. hlvesu means the project will implement the source control BMP as described in Chapter 4 and/or Appendix EA of the Model BMP Design Manual. Discmion4ustification is not required. "No" means the BMP is applicable to the project but it is not feasible to implement Discussion4ustification 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). Discussionljustiflcation may be provided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 $Yes 0 No 0 N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage j 0 Yes No Discussion/justification if SC-2 not implemented: 14/A! SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind es 0 WA - o Dispersal Discussion/justification if SC-3 not implemented: 14/* E-36 Page 1 of 4 Revised 09116 Soui'ce Control Requirement (continued) I Applied? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Yes 0 No 0 N/A Discussionljustification if SC-4 not implemented: SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Wes 0 No 0 N/A Discussionljustiflcalion if SG-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 Appendix E.1 of BMP Manual for guidance). C] On-site storm drain inlets 0 Yes NrNo 0 N/A Interior floor drains and elevator shaft sump pumps 0 Yes gNo 0 N/A Interior parking garages 0 Yes Wlo ONIA Need for future indoor & structural pest control 0 Yes (No 0 N/A Landscape/Outdoor Pesticide Use 0 Yes tNo 0 N/A Pools, spas, ponds, decorative fountains, and other water features -Yes K No 0 NIA Food service 0 Yes N4'lo I] N/A Refuse areas 0 Yes No 0 N/A Industrial processes 0 Yes CWNo 0 N/A Outdoor storage of equipment or materials 0 Yes RNo 0 N/A Vehicle and Equipment Cleaning 0 Yes 'No 0 N/A VehiclelEquipment Repair and Maintenance 0 Yes tWNo 0 N/A Fuel Dispensing Areas 0 Yes jjjNo 0 N/A Loading Docks 0 Yes 410 0 N/A Fire Sprinkler Test Water 0 Yes at No 0 N/A Miscellaneous Drain or Wash Water 0 Yes '' No 0 N/A Plazas, sidewalks, and parking lots 0 Yes QFNo For "Yes answers, identify the additional BMP per Appendix E.I. 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-i through SD-8 where applicable and feasible. See Chapter 4 and Appendix E2 thw E6 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 El thru E.6 of the Model BMP Design Manual. Discussion I justification is not required. "NO" means the BMPs is applicable to the project but it is not feasible to implement Discussionrjusliflcation 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). Discussionljustiflcalion may be provided. Site Design Requirement Applied? SD-1 Maintain Natural Drainage Pathways and Hydrologic Features 0 Yes I 0 No I 'NIA Discussion/justification if SD-i not implemented: SD-2 Conserve Natural Areas, Soils, and Vegetation I JWYes I 0 No I 0 N/A Discussion/justification if SD-2 not implemented: SD-3 Minimize Impervious Area I ?cYes I 0 No I 0 N/A Discussionljusliflcation if SD-3 not implemented: SD-4 Minimize Soil Compaction I 0 Yes I 0 No JfIA Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion I 0 Yes I 0 No I 'fVA Discussionljustiflcation if SD-5 not implemented: E-36 Page 3 of 4 Revised 09116 Site Design Requirement (continued) Applied? 813-6 Runoff Collection Yes 0 No 10 N/A Discussion/justification if SD-6 not implemented: SD-7 Landscaping with Native or Drought Tolerant Species I 0 Yes I 0 No I %NIA Discussion/justification if SD-7 not implemented: I SD-8 Harvesting and Using Precipitation I 0 Yes I 0 No I N/A Discussion/justification if SD-8 not implemented: E-36 Page 4 of 4 Revised 09/16 (City of STORM WATER STANDARDS Development Services Carlsbad 1635 EIVb Development Engineenng 1635 Faraday Avenue E-34 (760) 602-2750 JUN 1 3 2017 www.carlsbadca.gov BUILDING DIVISION 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 (POP) 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 tilled 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. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: PROJECT ID: ADDRESS: I(o OAt:. APN: I56-Z2O.7..3 The project is (check one): 0 New Development• [iedevelopment The total proposed disturbed area is. 2O2ct ft2 ( O) )acres The total proposed newly created and/or replaced impervious area is: 51 ft2 ( 0* ) acres If your project is covered by an approved SWQMP as part of a larger development proja*, provide the project ID and the SWQMP # of the larger development project 4o Project ID Swamp #: Then, go to Step I 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 02/16 STEP I 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 o 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 S. mark the third box stating 'my project is not a 'development project' and not subject to the requirements of the BMP manuar and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered Wr to the above question, the project is a 'development project', go to Step 2. STEP 2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from POP 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: Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; - Designed and constructed to be hydraulically disconnected from paved streets or roads; C) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in o 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? D C' If you answered 'yes' to one or more of the above questions, provide discussionljustiflcation below, then go to Step 5, mark the second box stating 'my project is EXEMPT from POP ...' 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): If you answered 'no" to the above questions, your project is not exempt from POP, go to Step 3. E-34 Page 2of4 REV 04/17 STEP 3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a POP, please answer the Mowing questions (MS4 Permit Provision E.3.b.(1)): YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces - collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, D and public development projects on public or private land. Is your project a redevelopment project creating andlor 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 development projects on public or private land. Is your project a new or redevelopment project that creates andlor 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 0 refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 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 0 development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates andlor 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 El a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 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 11 site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. - 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 te includes flow that is conveyed overland a distance of 0 200 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 project to the ESA (i.e. not commingled with flows from adjacent lands). - 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 facifuly that is categorized in any one of the folio wing Standard Industrial Classification (SIC) codes: 5013,5014,5541, 7532-7534, or 7536-7539. - Is your project a new development or redevelopment project that creates andlor 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 per day. - 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? 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 0 ' 21.203.040) If you answered W 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 stating 'My project is a 'STANDARD PROJECV.. and complete applicant infonnation. E-34 Page 3 of 4 REV 04117 STEP 4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (POP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below. Existing impervious area (A) = sq. ft. 0 0 Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (BIA)*100 = % If you answered 'yes', the structural BMPs required for POP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating 'My project is a POP ..? and complete applicant information. If you answered 'no,' the structural BMP's required for POP apply to the entire development. Go to step S. check the check the first box stating 'My project is a POP ...' and complete applicant information. STEP 5 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION O My project is a POP and must comply with POP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. XMy project is a 'STANDARD PROJECT' OR EXEMPT from POP 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 POP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. O 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: 1u* TTh 1CXJtZ4pplicant Title: t t$€C.. p.rr Applicant snaturei0tf'f_ Date: (9 It di environmentally bensitive 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 amencteienft water bodies designated with the RARE I &l use by the State Water Resources control Board (er Oity Cthd Pi for the San Diego Bi (1994) and amaidments): areas designated as presareas ortherpivaIent inter the Will Species Conservation Pirograrn w0in the Cities and Couity of San Diego; Habilat Managemurd Plan; and any dherevalarl envircemienty sensitiveareasWuh have been ideraffied bytbe City. This Box for Cliv Use Only City concurrence: YES NO o D Date: Project ID: E-34 Page 4 of 4 REV 04117 (L'City of Carlsbad Print Date: 12/24/2019 Permit No: PREV2018-0072 1810 Oak Ave BLDG-Permit Revision 1562202300 $0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units:., Bedrooms: Project Title: Description: Work Class: Residential Permit Revisi Status Closed - Finaled Lot U: Applied: 03/19/2018 Reference U: Issued: 04/13/2018 Construction Type , Permit 12/24/2019 Finaled: Bathrooms: Inspector: PBurn Orig. Plan Check U: CBR2017-1284 Final Plan Check #: Inspection: NERE: STRUCTURAL CHANGES /I FRONT ENTRY ELEVATION Applicant: Owner: Co-Applicant: ALLAN TETA ANDREW S NERE . SCOTT I WOODS 300 Carlsbad Village Dr, 108A 1810 Oak Ave SCOTT I WOODS Carlsbad, CA 92008-2990 . . CARLSBAD, CA 92008 2709 Fire Mountain Dr 760-268-9090 CAMP PENDLETON, CA 92054-6243 760-439-5100 FEE AMOUNT MANUAL BUILDING PLAN CHECK FEE . $393.75 Total Fees: $ 393.75 Total Payments To Date: $ 393.75 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-15 www.carlsbadca.gov Original Plan Check Number C'L.Ol7 -1184 Plan Revision Number PRi'JO J 0011 Project Address 11910 o4c 44e General Scope of Revision/Deferred Submittal: 440 $jt3i4_¼JtSt otia CONTACT INFORMATION: Name_AL~ tETh Phone Fax_______________ Address op— '2(a City 444L$940 Zip Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans Calculations El Soils 0 Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown M— 5-NES 5PC1 tMJQM DuT6004 '-ccd 4Q9? e't - 12 b4,4. -'.44 CMctl - $tco\ 4. Does this revision, in anyway, alter the exterior of the project? W Yes 0 No Does this revision add ANY new floor area(s)? El Yes No Does this revision affect any fire related issues? El Yes '14o Is this a comete,!4 ,Yes El No A5Signature k i5 ______________________________Date 3fio 1635 Faraday Aven eCar11ad,CA92008 Eti: 760-602- 2719 f: 760-602-8558 EjMak-building@carlsbadca.gov www.carlsbadca.gov EsGilV/0 A SAFEbuittCompany DATE: 4/12/18 U APPLICANT U JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: PREV2018-0072 (Revision to CBR2017-1284) SET: III PROJECT ADDRESS: 1810 Oak Ave. PROJECT NAME: Revisions to Nere Residence Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building .codes. PLEASE. SEE REMARKS BELOW F-1 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. E The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. Lii 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: LI 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: Amado from Allan Teta's office Date contacted: 4/12 (by: TF) Applicant came to our office. Mail Telephone Fax X In Person REMARKS: Applicant is hand-carrying plans. Only slip sheets were submitted as Set Ill. They have been slipped into Set II to make complete, approved Set Ills. Slip sheets are included for the City-held.set (S2 and S3). Thank you! By: Tamara Fischer Enclosures: EsGil 4/12/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuilt' Company DATE: 4/10/18 D APPLICANT JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: PREV2018-0072 (Revision to CBR2017-1284) SET: II. PROJECT ADDRESS: 1810 Oak Ave. PROJECT NAME: Revisions to Nere Residence Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. jill 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. 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. 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: Allan Teta 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: Allan Teta Date contacted:k /J (by ) Mai 4eIephone Fax In Person F1 REMAR By: Tamara Fischer EsGil 4/5/18 Telephone #: 760 268-9090 Email: allan@tre.team Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PREV2018-0072 (Revision to CBR2017-1284) 4/10/18 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 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: 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. 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. 9. The calculations submitted with this revision do not reflect the plans in many locations. Please revise the calculations to match the revised plans. Some changes are not clouded on the architectural plans. The following are needed. a) A calculation for the cantilevered 4x8s which support the porch hips and perpendicular 4x8s. I see the calculation for R136 at grid A between grids 2 and 3 on sheet S2. What about the cantilevered beam at grid A between grids 4 and 6 which is a similar condition? It is still shown as a4x8. c) Revised lateral calculations to match the revised plans. The lateral calculations for Grid line 3 as identified in the calculations (identified as grid F on the plans) at the upper level need to be revised based on .the new opening in that wall. No revised calculations were received for the upper level. 11. Please detail the connections of the 4x8s and hips to the supporting cantilevered beams at the porch roof. I see details 551SD3 and 321SD2 referenced at the intersection of grids A and 2 on sheet S2, but not at the intersection of grids Aand 6. CONTINUED Carlsbad PREV2018-0072 (Revision to CBR2017-1284) 4/10/18 MISCELLANEOUS 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. 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. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No U The jurisdiction has contracted with Esgil Corporation 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 Tamara Fischer at EsGil Corporation. Thank you. EsGil A SAFEbultf Company DATE: 3/28/18 0 APPLICANT JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: PREV2018-0072 (Revision to CBR2017-1284) SET: 1 . PROJECT ADDRESS: 1810 Oak Ave. PROJECT NAME: Revisions to Nere Residence Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. 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. 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: Allan Teta 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: Allan Teta Date contacted 3(64 (by4-4 <Z:Fax In Person S. LI t:a ARK By: Tamara Fischer EsGil 3/20/18 Telephone #: 760 268-9090 Email: allan@tre.team Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PREV2018-0072 (Revision to CBR2017-1284) 1/28/18 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: PREV2018-0072 (Revision to CBR2017-1284) JURISDICTION: Carlsbad PROJECT ADDRESS: 1810 Oak Ave. Revisions REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 3/20/18 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Tamara Fischer COMPLETED: 3/28/18 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National 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 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. 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 2015 International 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 PREV2018-0072 (Revision to CBR2017-1284) /28/ 18 [DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: PREV2018-0072 (Revision to CBR2017-1284) PREPARED BY: Tamara Fischer DATE: 3/28/18 BUILDING ADDRESS: 1810 Oak Ave. BUILDING OCCUPANCY: R3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee v Type of Review: 0 Complete Review 0 Structural Only O Repetitive Fee lvi Repeats * Based on hourly rate 0 Other Hourly 3 Hrs. @ * EsGil Fee $105.00 I $315.00I Comments: Sheet 1 of I Carlsbad PREV2018-0072 (Revision to CBR2017-1284) 3/28/18 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: 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. 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. Please update the expiration date at the engineer's stamp on the revised sheets. 2. New window 10 at the guest room does not match the window schedule. Please specify safety glazing for window W32 or show that the bottom of the glass is more than 60" above the standing surface of the tub. Section R308.4. Please provide a copy of the approved soil report with the next submittal. Provide a letter from the soils engineer confirming that the revised 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. Please provide slab thickness, reinforcing and underlayment specifications for the new kitchen slab complying with the soil report recommendations. Please provide a copy of the previously approved structural calculations (including any supplemental calculations which were in response to our corrections) with the next submittal. The revisions are not reflected on sheet S3 of the structural plans (revised opening locations, fireplace outboarding, skylights, etc.). Please coordinate. CONTINUED Carlsbad PREV2018-0072 (Revision to CBR2017-1284) 3/28118 9. The calculations submitted with this revision do not reflect the plans in many locations. Please revise the calculations to match the revised plans. Some changes are not clouded on the architectural plans. The following are needed. A calculation for the cantilevered 4x85 which support the porch hips and perpendicular 4x8s. A calculation for the beam supporting FB-6. Revised lateral calculations to match the revised plans. 10. Provide a detail or call out connection of FB-6 to supporting beam. 11. Please detail the connections of the 4x8s and hips to the supporting cantilevered beams at the porch roof. 12. Please specify "sim" where detail 521SD3 is referenced at the location where floor joists are parallel. 13. Please revise the energy design to match the revised door and window openings. 14. For gas piping under slabs that serve kitchen island cooktops, comply with Carlsbad Policy 91-46 for special sleeve and clean-out requirements. 15. Please revise the gas diagram to include the master fireplace. MISCELLANEOUS 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. 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. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No U The jurisdiction has contracted with Esgil Corporation 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 Tamara Fischer at EsGil Corporation. Thank you. April 4, 2018 Re: Plan Revisions Responses —1 Nere Residence 1810 Oak Ave RECEIVED APR 0 52018 CITY OF CARLSBAD BUILDING DIVISION Plan Check: PREV2018-0072 (CBR2017-1284) ESGIL Plans Date revised Window 10 fixed Safety glazing specified Provided Soils Report S. Letter provided Slab Specifications added to Si Previous calculations provided. S3 Updated (a) R8-6 calculation attached. (b) FB-10 calculation attached. (c) see attached new calculations See 31/SD2 See Detail 55/SD3 Sim added to detail reference Energy Design revised Note added A2.1 Gas Diagram revised. Planning Scale changed. Distance between structures provided. 300 CARLSBAD VILLAGE DRIVE OFFICE 760 268 9090 WWW.TRE.TEAM SUITE 108A-336 FAX 760 268 9167 CARLSBAD CA 92008 Project Nere Residence 1810 Oak Avenue Carlsbad, CA 92008 Paul RCE C571 1/17 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Residential Addition RECEIVED MAR 19 2018 CITY OF CARLSBAD BUILDING DIVISION Client Andrew & Nora Nere 1810 Oak Avenue Carlsbad, CA 92008 May 15, 2017 PCSD File #: 17-049 Paul Christenson San Diego Engineering 11/ 3529 Coastview Cf - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: pauI.pcsdcgmall.com 1,0 Design Criteria: Nero Residence 17-049 Code: 2016 California Building Code - ASCE 7-10 Timber: 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 (DFIDF) Cantilevers: Grade 24F-V8 (DF/DF) Sheathing: Mm. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood i-Joists: TJ1 110,210,230360,560 ICC ESR-1 153 LVL, PSL 1.9E Microllam, 2.OE ParaI1am ICBO ER-4979 Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: fc = 2500 psi Grade Beams: fc = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, fm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Mm. fm = 1800 psi @ 28 days. Grout: Coarse Grout Wi 3/8" Max. Aggregate per ASTM C476-91, Min. fm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger. ASTM A615-60 (Fy =60 ksi) #3 & Smaller: 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 A61560 Rebar: E90 Series Bob: Sill Plate Anchor Botls & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1500 psf Bearing Pressure References: ri 3529 Coastvlew Ct - Carlsbad, CA 92010 207-1855 - Email: 2.8 LOAD LiST 2.1 Roof (Vaulted) JOB 17-049 SHEET NO 2..oF_______ CALCULATED BY PSC DATE 5/15/117 CHECK BY DATE SCALE Roofing 7.0 psf 15132" Sheathing 1.5 psi' Roof Framing 2.8 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf 'DL' 16.0 psi' ILL = 20.0 psf Total Load = 36.0 psf 2.2 Roof wI il1ng Roofing 7.0 psf. 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf Insulation and Misc. 1.7 psf %Lx 13.0 psf LL = 20.0 psf Total Load = 33.0 psf 2.3 Ceiling Ceiling Joists 1.3 psf 5/8" Gyp. Rd. 2.8 psf Insulation and Misc. 1.9 psf Y.DL = 6.0 psf ZL =1O..Opsf Total Load = 16.0 psi' 2.4 Walls Exterior Wall Interior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 9.0 psf 1.5 psi' 1.1 psf 2.8 psf 0.6 psf ZDL 15.0 psi' 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf 1.1 psf 2.3 psf £DL = 8.0 psf USGS APPLICATION S= 1.124 S1 = 0.432 F5= 1.05 F= 137 R= 6.5 1= 1.00 h= 25.00 Occupancy Category: 2 Site Class: D EISMIC])ESIGN CATEGORY S1<075 (11.6 ASCE 7-10) S1 >0.04 (11.4.1 ASCE7-10) Ss>015 T=C5*(h.f75 = 0.224 Ts = SD1/Sm 0.452 k= 1.0 Ta < (0.8)Ts, OK Taco.5 jL/VA-&&wM Zaa4. 3529 Coasivlew Ct - Carlsbad. CA 92010 207-15 - Email: JOB 17-049 SHEET NO OF_________ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE 2.0 LOAD LIST (CON 2.5 Floor Floor Cover 5.5 psf Sheathing 2.3 psf 2x FJ. 3.5 psf 518" Gyp. Bd. 2.8 psf Insulation and Misc. 0.9 psf EDL- 15.0 psf lu.= 40.0 psf Total Load 55.0 psf 2.6 Wind Ps = AKzt*l*Ps30 (ASCE7.Equation6.1) P= 26.6 psf P = 16.0 psf (0.6 - ASD) 2.7 Seismic SM = F.S. S= 1.18 SDS (11.4-3) SDS = 0.787 Cs - SDs (RA) Cs = 0.121 USE: V= CSWDL V= 0.121 WDL WIND PARAMETERS Basic Wind Speed = 110 mph Exposure Cat B A = 1.00 (fig. 6-3) Ps3O = 26.6 psf (fig. 6-3) Kzt = 1.00 (fig. 64) 1 1.0 (table 11.5-1) Seismic Design Category: ASD BASE SHE VASD - CW 1.4 flf. VD= 0.086 WOL J vInpn LI pe F 0 R T E' MEMBER REPORT Roof ftami,g (RR-1) Rafteis 1plece(s)2x4 Douglas Mr-Larch No. 2@1VOC PASSED qI + 0 0 All Icoatlons ate measured from the outside ior or left support (or left rantllewar end)Ml One. sIons are horintaL Passed (5%) -- Member Re&Van (Ibs) 180 @2 1/2' 3201(3.50") 1.0 D + 1.0 LI (AU Spans) Shear (Ibs) 152 @6 13/16" 788 Passed (19%) 125 1.00 + 1.0 LI (All Spans) Moment (Ft-ibs) 294 @3' 8' 495 Passed (59%) 125 1.00 + 1.0 LI (All Spans) Live Load Den. (ls 0.17807B" 0.243 Passed(y492) -- 1.OD+1.0Lr (AD Spans) Total Load Del. (In) 1 0.328 @ 3' 8' 0.365 1 Passed (11267) - 1.00 + LOLr(AII Spans) - IDUW! LflWiW II. WJW) MW 1 L tIfU). Top Edge Bracing (Lu): Top compression edge must be biord at? 9'a/c urkm detailed othvwioe. Bottom Edge Bracing (Lu): Bottom compiesdon edge must be braced at 7'S' olc unless debJied othewre. *15% biatoth the momertcapadty has been added toacoamt for repetitM member uzage. Applicable cokulatfons are based on lID1 'y - IN if -, ?a a a- — - 'a •- i ç - 4-j.--- ,. . Imm mom !q iiong paiws ore asantrea mom no waGs applien or CUy IDove Urea and Bra Full load lo aiwilid to the member bdng designed. weyidaraans'wawanto Biat the sizing of Us piodiith wIN be in emerdaice with Wcieshaeuser product design atteta and p atslsaddadge values. Werataeasereqay diadalme any other wanentles ratatail to the solbeare. Rolr to current Wqvtmw Immee for insiollatfon debits. (www.woo±,ay.ccm) M,4tes (Rim Road, BindIng Palads and Squash Blade) are iratdeslgneJ birthts solbvare. Use of thb software Is net Intonded to dioamantllraneed tea dop pnulewL.as *ndiCrfty haft jobdiglim The &s4per 4here4 bAder vmpoidble to oauethattfnladcn Le compatfble with the ovatell project. Products nwtufecwmd at WeyetiaeuaerFudftues are thhdparty catflled to sudaloable Iboabysbiathide. Weyefsaeuser Engineered Lumber Prodxb have been avaluatod by IOC ES raider teclelid repode R-1153 and -1387 andJorbited In adenoa with apØlcable *595 eanderde. For current code evthaUon report iWer to tmp/Iva.woowpxorrVserYgatsCodeRpir. The productappllcasion, Inpuildeggin Waft dimensions and support Inibretfon base been pioridad by Forte Software Opoator Systorn: Rocf Manims : US Building Use: Resdenbal 8ufldlng Code: IBC 2O15 Deagn Rethothiogy : AM Member Plidi: 4112 s TAMABLE FO5lRY INITIATIVE I -: :••:: Paul Ctvictertson PCSO Engineering (780) 207-1805 paul.pcsdtgniaiLcom 6/212017 2:40:34 PM Forte v5.2, Design Engine- V6.6.0.14 Nere.41e Page 1ofi 1 F 0 R T E MEMBER REPORT Roof Fmmrng, (RB-I) H& BM 1 pIece(s) 6 x 10 Douglas Fir-Larch No. I Overall Length: 9' PASSED 5*1 0 -- P11 looaffons are measured from the outside fdoa of left support (or left cantilever end).Ahl dimensions are horlamital. 1.0 D + 1.0 Lr (All Spans) Member Reattlon (Ibs) 3603 02" 5259(2.25) Pad (72%) — Shear (Ibs) 317601' 1" 7402 Passed (43%) 1 125 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 10708 @5' 11634 Passed (92%) 125 1.00 + 1.0 Lr (All Spans) Live Lead Dali. (In) 0.14204' 95116" 0.314 Ped (11794) — 1.00 + 1.0 l.r (All Spans) Total Load Dali. (In) 0.26604' 91/4" 0.471 Passed (11424) - -- 1.00 + 1.0 Li (All Spans) - LVI1U 1ld; LI. ILWaWj GHU I tI4iUi. Top Biga &adng (Lu): Top oonrpvewion edge [mat be braced at 9' r 0/c slam detailed otherwise. Bottom Efte Bracing (Lu): Bottom compramlon e* must be biased at 7" c/c wileav dabBed otherwise. Appliseble aftuloms we based on NDS. gr .. t - - --,- jRm~ital, - _., b- -. - w•,_ '• ' —' =V"71T — - uu DUU a dmumcu w Um all wena oppise uiisony inure ir, uypassmg me memner neng oewpii. P.- LTZ ITI I MIN, ii.jL i'— COO= 11111IM111111 111111110111111111 Sm'u : Roof Neither Type: Rush Beam Building Use: Residential Building Code: IBC 2015 Deign Metiwdohagy: ASD Morte Fitch, 0/12 5IISTfrIN88L5 FOIWIM1IATIVE worwto that tivasbing of Its pcdrts wlfl be In aceadense with Weteerierieaduntdasige a11 a azsi pIshed valuas. IWwrhamwepasSIVdisdains any other wamanuas 'elated to the solbva,a. Roferto ciment Wei sor Ilteratise Ber batallation debits. i(www.wxdbwya,m) (Rim Bawd, Riacleng lisnds and S4toah Bloàs) are not ha1,,.ud by tide wdtware. Use of this softwere to not Intended to sclhumvdithe need for a dealp pullessional as detamHned by the authority having Jurisdiction. The deftw ofrecoid, to or framer is responslide to as th*lmdatton lacompotible with the overall projact. Products manufactured at Weyerliaemert 5tieseethlrdçasty cetifiaci to s,Inable ift'v abaidards. Weevfweuser Engineered lunther Pvodecb have been evaluated by ICC ES rmdertedsilral rngotta ESR-I153 and 6R-1387 anWor lasted In aoidarme with opIoASfll dalelarda. For asreit code evaitration reon da re ha htipr//www.woadbtvy.conyservicedeRepofls.ngar. The predu ojalca Input design W^ dimensions and wportInftrmsthnhave been pierilderl by Forte Software Operator Paul CMetenson PCSD Engireenng (7601207-16M pauI.pcadngmail.cm 6/2/20172:40:06 PM Forte v5.2, Design Engine: V6.6.0.14 Nere.41e Page 1 of 1 F 0 R T E Q MEMBER REPORT Roof Fmn,Jng, (RB-2) Hdr Bin 1 pIece(s) 4 x 6 Douglas Fir-Larch No.2 Overall Length: 6' 3' PASSED 6/ + 0 + 0 1• 'I. EJ EJ All lotions are measunsi flm the outside face of left support (or left oanllI end).All dimensions ate holl20ntal. Readlon (Ihe) 185002 3347(2.25') _____ I4enber Passed (55%) - Shearpbs) 1583 @9 2888 (All Spans) Moment Passed (55%) 125 It 7_)) (Pt-lbs) 19580 1.5' 2151 Passed (91%) Is (All Spans) 1.25 Is Load Dell. (In) 0.074 02' 103/8 (All Spans) Live 0.197 Passed (11961) - Load Dell. (In) 0.137102'101/2' 11 (All Spans) Total 0.296 Passed (1/517) - I.r(All Spans) ueneeaon aiRivia: U. (l/3BQJ am fl. (I#40). Top Edge Brodng (Us): Top edge Must be' al at 6' 1' sc unless ddialled ottavwlse. Bottom Edge Bixing (Iii): Bottom compression edge must bebawd at 6' 1'alt szi detailed ottwrwise. ApØeable ea3altwwaie based on NOS. -Y C41=131HE 2PE-5--la", '&:'a 64 'rr • • U au - SPJm Oeasd loaamised In aM all loom appliedouectly above It bpommg the member bong dedgned. .NI -!' J; fr•r R NOW - 1. I ..F' -. - ':-. .k- - - -. . W"Wh8euser that ft ttng c(tta pasI will be to atcosdenorwfth Welperhaeuser pmdiictgn attaufa arp etimeddet vafuas. Weye,taeuserelpraedvdedelnw any other vmw rehadfaft asftware. Rdtoto amasse Wedsaasser Illavatwe for Iretallatlon deleds. (www.wothbywy.com) ACIRSOft (Rim Beard, Blodthg Panels and 5qsv Blades) ase it detigned byttimsofteaje. ttw of Ibis soitwaje Is riot kvtwd to drcumventthe need for deeltas proBestonal asdetennined by 11w audwiltv hmftjurtsdletlon. The daslgner of recoxd. builder or framer Is respaneime to ne that this lotion Is compatible with the ovelI projeet. Pseducta mon batWee1aesmerftdIIUes are ttilrd-pajtycajlBled to nnabIe besby imndante. Wetweuser r, g, Lumber Products have been evebmted by IM DSraher tecMod lepode -I153 met ER-1387 andjorlaged In aomrifoom with ap1cob1e ASTM stemfomb. For asnenteade evabmtlon repode sefarto h/Isnev.woodey,rf.corrfJsvIgas/s_CodeRol1s.aspx. The uotapimtlan., InputdesIgn lads1 dimonstans and support Infamialton have been feanlited byFaft"weOpemW wn:Roof filendw flush Beam Bulthng Ike: ReI Building Code: IBC 2015 Dean Methodology: A9) Plomber Pilch: 0/12 Vp susrAipessas roatsim lNfTIA1lW Paul Christenson PCSD Engirearing (TOO) 207-1685 peui.pcwi@gmaiLcom 5/26Q017 2:11:33 PM Forte v5.2. Design Engine: V8.6.0.14 Nere.41e Page 1 of I - I -- F 0 R T E MEMBER REPORT RofFram (RS-3) HdrBm 1 piece(s) 4 x 12 Douglas Fir-Larch No.2 Overall Length: 127" PASSED "7/ 0 0 [ii Eli All locations are measured 1'ivm the outside face of loft suppoit (or left cantilever end).Ml dimensions are horizontal. Member Raaon (Ibs) 3763 @12 5" 7656(3.50") Passed (49%) - 1.0 D +10 Lr (All Spans) Shear (Ibs) 2969011.41/4" 5906 Passed (50%) 125 1.00+10 ti (All Spans) Moment (R-Ibs) . 77780669/16" 7614 Passed (102%) 1.25 1.00 + 1.0 Lr (All Spans) Uwe l.oad Odi. (In) 0.174 @6' 4318" 0.408 Passed (11846) - 1.00 + 1.0 Li (All Spans) Total Load DdL On) O.32006'4 3/8" 1 0.613 I Passed (L/459) - 1.0D+1.0Lr (All Spam) UWACW OlbitS: LI. (L/350) aid TI. (1/240). Top Edge Biasing (Lu): Topicompadone0p mustbabaced atir aft witess debited othewbe. Bottom Edge Biasing (Ui): Bottom alga mist be bared at ir 7" etc wiles detailed othewise. Applicable cofcidatiams are based on NDS. MINION, W, 'MZgZ I Sys" :Roof Mesbeflipe: Drop seem Building Use: Reddentlal Building Code: mc 2015 Design Methodology: *50 Member Plbit: 0/12 ME &WrTtjjjLrII ln,7 _I SUSTAIMABLE roRFSTRY e1n1stM ~ atiaeserwarvanta Mat ft sea of Its prothts will be to arcaudatica with WeVerlivieuser produotdedgn criteria and putllstiiddesign vaftias, WeYatmiseraquessfyi diedalne any other wwidl, lebted to the ssttwaie. Rwtoa tWe.tiaees Iltaratore he Installeon debits. (www.woodeswy.com) ?sesIss (Rim Board, Blodang Panda and Squash Weds) we not designed by this astbvare. (lee of this sware Is not Interaled to diwmront 11* need bra deign professional as delanninild by the authoVtly having Jwon. The designer of record, huller or harm Is ieors1bIe to aense that this calculation Is compatible with the overall proct Prothicts mamifarbeud at Weeitlaeuss tadilbe are tI*dpattyceta1ed to sugstnable linesty standards. Weietiaayser Engineered Lumber Rvtducls have been ewted bIt S wider tethnlet iepaib -11S3 and 5R4387 and/or teed lnacwnftmwfthapPlUbleASTmsmndardL Feramentouleentuallon ,epmb refer to h/www.wooyorrsetcerjsdeReports. The padiappllmlton, tnputn teed deiteisions aid wiipcInibmatlon have been provided by Fade Soheate Operator PiW Chrisletsor, PCSD Engineering (700) 207-lees pauLpcadgmaiI.com 61312017 7:00:02 AM Forte v5.2. Design Engine: V6.6.0.14 Nere.41 Pagel of 1 MEMBER REPORT Roof F,'amhig, (RB.4) HdrBm ipiece(s) 4 x 8 Douglas Fir-Larch No. 2 Overall Length: 12' 1" PASSED It 0 All locations are measured from the outside lno of left support (or left cantlle end).All dimeiwions are horizontal. Meiiber Readlon (ibs) 1217 @2" 7656 (3.50 Pa (16%) - 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1037010 3/4' 3806 Pass (27%) 125 1.0 D + 1.0 Lr (All Spans) Mometit (R-lbs) 3476 @6' 1/2" 3737 Passed (93%) 125 1.0 D + 1.0 Lr(All Spans) Live Load DdI. (In) 0.26108' 1/2" 0.392 Paved (11540) - 1.00 + 1.0 Lr (*0 Spans) Total Load Deft. (In) 1 0.48606' 1/2" 0.587 Passed (11290) - 1 1.0 0 + 1.0 Lr (All Spans) Dmeeeon alma: U. (113b0) etw TL(IflW. Top Edge fimetog (Lb): Top coinprmeion edp must bebraced at 12' 1" qfc ta4essdho othwwtse. Bottom Edge &actng (Lu): Bottom eempresoan edge must be brat 12' 1"o/c iaeee desired otheralse. Apb1e oabiatlons we based on NOS. Blocldng Panda are maumarl to carry no loads appiled diredly above Veso and the full load 1sppp8ed to the member being designed. System : Roof Member Type: Drop Basm Building Use: Restdential Building Code: IBC 2015 gn Methodology: ASID MarnberPildr: 0/12 arJSta&E r0my INI1InTM Werwer8nts Mat the esing of Its pmdLgb be In eeeoidaxe vM Weywtweuser prethtded%aibe1a and ge(thed dastgn vabas. WetwetweqsEsIydisdains any oltte-wairanBas idated to the solbeare. Refer to am tWeyettiaete- literature icr inslelletlon desire. (www.woodlvy.com) Awessorla (Rim Board, BiodUng Panda wet Sqeth Bloa) arena dedgned bythb software. (beat INs software Is not intatetad to ditumie1tthej Re-a lwrszmnd as_har1 by the nOwft hinftosdialwL The designer oftew4 1-Alpr crfranIszeonsIbielo asarare that thIs cabdatlon Is compatiNe with the oeeraO project. Products man atWeeitareraar-icdUtIes are th partycartlifed to suesinable foesbystandards. Wejeteetaer Ennaeed Limrber Ptodratts have been evaluated by WC E under tecMr.at rape ve-iisa and -i387 amllcr ed In actontonee with appilcotee ASTM stendarde rorciirent Code eeduatlon raporte refer to h/farwe.woodby.conv1sCadeRepo.t. TheOdUd appiloallon.Input design leads, dimensions and support Information have been provided by Forte Software Operator Iroi!eSemero:p:: Paul Christcmson PCSD Engineering (?60)207-1885 pautpc8d00fla5 corn 613/2017 7:07:37 AM Forte v5.2, Design Engine: V6.6.0.14 Nere.41e Page 1 of I 1 F 0 R T E MEMBER REPORT. R Awnh3g, (RB-5) HdrBm 1 piece(s) 4 x 10 Douglas FirLarch No.2 Overall Length: 8' 3° i] I (J M locations are measured frem the outside face of left support (Or left cantilever end)JJI dimensions are hortacntal. Member ReaWon (Ibs) 282202" 7656(3.60") Paed (37%) - 1.0 D + to Lr (MI Spans) Shear (lbs) 209501' 3/40 4856 Passed (43%) 1.25 1.00+10 Lr (All Spans) Moment (Ft-Ibs) 53600 4_1112 5615 Paged (95%) 1.25 1.00 +1.0 Lr (Alt Spans) Uve Load DwiI. (In) 0.070 @4' 11/2" 0.264 Paged (11999+) - 1.00 + 1.0 Lr (All Sp) Total Load ORI!. (1n) 0.16404' 11/2° 1 0.396 1 Passed (1/580) I - 100 + 1.0 Lr (All Spans) Detlaseon albala: U. (1/350) and TL(L/2IO). - Top Edge &edng (Lu): Top wm,.., edge must be' ats' 3 a/c unless detailed otlaswlse. Bottom Edge &aclng (Lu): Bottom oniçiesslon edge must be liraced atV 3 o/c unless detaled othawlse ° Appilcable aftlbtlm me based on NDS. R ~P~m "" ~IEWEZII L NL~', . - -. Q iz "" " , - - ç r WOGing PmIs are assumeotowsy no RIM applied dIiUy abme them and ties itill iced Is applied to Me member being desiied. W"S. K7N LE ve -t V m. p-MET, m?"TUT, T-331111 5LTA1NnBLE FoRestRY INfledWE PASSED qj System :Roof MmnbnTe : Drop Beam Building le: Residential Building Code: IBC 2015 Design Methodology: ASO Mmrgrer Fodi: 0/12 Weasbawimwwmnts that the *"of Its pmth will be to amesdame with Wew.1weuser pmdude9gn albaca and putaldued dmW values. Weeliamaereqmestp diacleims my odw warmndes .etaad to thesofivesre. Rer to affnantWevefteuser fiterabne for lvatalletlan detetis. (www.wooduywy.eam) Acememles (Rim Boawi, Bl)ddng Pesiels and Sopash Blocks) me not designed bythissotbem useaffils solbeare Is not hwied to dtaimveit ties need fare oed as&te.d by ftftdwfthaftjmIsIctbL 7bedeaperafreC04 biddear&nWhrmansifileto .asmje that this oalctMllon is comgeltoe with the overall prolact. Pioducto nesnufaeured at Weymbnew fadilties are thlnl, eatiltmi to sustahesbie ftresby ftd3rds. Waedeseuse 1; GI Luiduer Products have been evalirated by ICC ES under tedwicel raporis ESlt-1153 and ESR-1387 md/or tested InaccankmovAthappkaWeAST104s0dards. For aicest code evabettlon rapoes fefvtohW4/www.woo*M.=Wsw*Ws_CadeRepmLeW The product apidualton. Input design loads, dinesiatorm and supportlntbrmalIm have been provided by Fute Software Operator F" 'rhitie Paul Christenson PGSD Engineering C76O) 207-1885 pauLpcsd®gmeil.cm 6/3/2017 7:27:48 AM Forte v5.2, Design Engine: V6.6.0.14 Nere.41e Page lofi 19FORTE' MEMBER REPORT FrFta,n (FJ-1) Fh'Jst I piece(s) 2 x 12 Douglas Mr-Larch No.2 @16W OC Overall Length: 17' 10" PASSED 10/. 0 'I. El All lotlons are measured from the outside face of ldt support (or left cantilever end)-All dimanslons are horizontal. r _• . _________ MberRealon (tbs) 645 @2 1/2 1875 (2.00") Passed (34%) - LOD + 1.0 L (AU Spans) - their (lbs) 564 @112 3140 2025 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2781 Or 11" 2729 Passed (102%) 1.00 1.00 + 1.0 L (AU Spans) Uve Load 0dl.(ln) 0.3885rlr 0.435 Passed "539) - 1.0D+1.OL(All Spam ) TotaI Load Del. (In) - 0.533 @8' 11" 0.871 Passed (1/392) - 1.0 D + 1.0 L (All Spans) Rating Dellection cr1t8de: U. (V480) and TL Top Edge Bracing (Lu): Top cempreeslon edge mist be braced at 6" a/c wdwa deonlod olivewise. Bottom Edge Bracing (Lu); Bottom comprlon edge mist be braced at ITT a/c railess daIIesf olhenvise. A 15% biaae in the moment cepacity has been added toemountftriepdftive nssnrussge. App bIecalorbllone are based on 606. No composite scion between ded and Joist was conWdsed In alatbils. System: fleer Morvther1çe : big Building Use: Reddenbal Bung Cade: IBC 2015 Design t.IesdoIogy: ASD - Slud wall - OF 3.50 I 2.00 1.50 178 1 416 654 1 1 1/2" RIM Board 12: SW Wall - DF - - 3W L00 1.50 178 476 654 1 hr Rim Board Rim Board Is assumed to cenyall beds applied directly above It, bypaedng Ifiemendw being dedgned. susTan4Aea IFORESTRYINITIATIVE 'Weuwwanardslliat the sldng of Its WdLrb will beTh aucardance with WMftaw proth desige altesla and ppbllshed design values. Weelliaessar apes* disclalwany o9w wanendes rebted to the seitware. Refarto wnent Wevedewaw Iltarabire for ins tion d e t o l t s . (www.woothywy.com) Accessories (Rim Board, alodeng Panels and thpeah Blade) are not designed by this softawe. We of this soitware Is not hiter'to cftwmweMftmndfbr adwhpwokwIonWwddNn*red by the autioft hWMAlnedlctlem. Tile designor of record, bulidaror *ms is responsible to iie that this c*ufadon Is compaitble with the overall pioject. Products aresfoctoiwl at We eswsarfadfllles we dflidporty cetfied tossetwiiable ft,yetwnis. Weestweusor Bogineared Lumber Products have been sowiusted by ICC ES undaradmW moM £S•1153 a nd -1387aiWi/or tes In &wdWhc with appiloableASiN rercurrescodeevaluallonimmts rdbrtD htbI1www.woodbywy.ceIrcesjs_CodeRepotts.aspL The frut design bath, dimensions and sopp tlsth,rrnalgon have been pmwded by For twareOgeratur Paul Christenson PCSI) Engrneanng (760) 2C74805 Paul pis@grna4.corn 6/3/20176:38:10 AM - .. . Foe v6.2, Design Engine: V6.6.0.14 Nere .4/s J Page I of PASSED 11/ I F 0 R T E It MEMBER REPORT Thor Fram (FJ-2) Fir Jst 1 pIece(s) 2 x 12 Douglas Fir-Larch No.2 @ 12 OC Overall Length: 20'7" 46 0 - •1 All locetlons are measured from the outside face of loft support (or left contilever end) All dimeredons are horizontal. _______________ .Member Reaction (Ws) 559@2112" 1875(2.00") Passed (30%) — 1.OD+LOL (All Spam) Shear (W) 498 @1,2 3/4" 2025 Passed (25%) 1.00 1.0 D +1.0 L (All Spans) Moment (Ft.lbs) 2796010' 3112' 2729 Passed (102%) 1.00 2.0 D + 1.01. (Alt Spans) Uwe Load Defl.On) 0.523@10'3112" 0.672 Passed (L/463) — 1.OD+i.OL (All Wm) Total Løad D. (in) 1 0.719 @ 101 3 1/2" 1.008 1 Passed (1/337) I — 1.00+ (DL (All Spans) T)-Pi" Rating N/A P4/A - -- - II6i&.ri autarta: LL (11360) and it (11240). Top Edge Bracing (Lu): Top compessim edge awat be' aced at 6' c/c unless daialed edserwbe. Bottom Edge Bracing ([u): Sodom cenessIon edge must be braced at 20' 4" a/c indass deBaled otherwise, A 15%' In the iiwmentcopacity has been added to account for repeative oweW umge. ApelllecalmitatIons are basedon NOS. No composite adlon between dedi and jdat was considered In aials. Syptom:Rxr MeiuberType : Join Building We: Residential Building Code : 18C 2015 Design Methodology: MD 1-Said wall - OP I 3.50" 2.00" I 3.50" 1 154 412 566 1112" RIm Board 2- Stud wall- OF I 3.50" 2.00" 1 1.50" 1 154 412 566 - 1 1/2' RIm Bawd Rim Bawd Is assumed to ceny all loads applied dfreculyaboi.e It, bypassing the member being designed. SUSTAIP4ABlZ FORM INITIATIVE :Wt Warrants that Sw siting OtHS Foducts will be In accordance with W priaeuser poduct design albeta ancipublishaddeugnvakm We eifmejev eipiessly dIsclaims any otiier warranties; rdated be the software. Rder to a tWepetheewa- beratuie for Installation details. (www....4.,...oum) Sl.. (Rim Board, Blodlng Panda wid5ineh Blada) are iwtdedgrwd bthls software. %toeof ties software Is not inimided to drcumvotftmdfbrodedppatsdmdasddmovib by the authadly having IlaIsdictian. The designer of record, taidder or framer is rcnslble to amine that 0115celajta1lon Is compatible with the overall gsaj 1 Products nwmdecbned at Wewtiaeiser 1heilift are tiwdjarty certIfied to saitalnable 'ftiy*ndaids. Weyuthaeiiser thglnmeed [timber Prodecto Item been evaluated by SM ES under tecimicel reports ESR-1353 and ESR-1387 and/or testad b aawntwmce with applicable ASFM standards. For current coda evaluatlmi reports Whir to htlpIIwww.woodbyconm1swicesCadeRapcnspL The poth iputdedpi loaft dimewions and support tofonnalton lime been provided by Foda Software Operator 6/3/20176:41:36AM Pa ul Christensen .. Forte v5.2. Design Engine: V6.6.0.14 PCSD EMineering Nere.41e (r &i) 207.1885 PW.PC$d@maii.com Page 1 of I F 0 R T E MEMBER REPORT ForFtwnfrig (PB-il Ftr8m 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 Overall Length: 6'?' PASSED I*1 0 0 El All loflons are measured Sham the outstde fase of M support (or left cantileverend)JJt dimeiwions are horizontal. r4embor Rdon (Ibs) 278952' 6563 (3.5(r) Passed (42%) - 1.0 D + 1.OL(All Spans) Shear (lbs) 17485 1,2 3/4 4050 Passed (43%) 1.00 1.0 D + 1.0 Lil Spans) Moment (Ribs) 4137 @3' 3 1/2' 4746 Passed (87%) 1.00 1.00 + 1.01 (NI Spans) Uwe Load OL(in) 0.03753'31/2" 0.208 Passed (W9"+) - 1.DD+1.DL (AD Spans) Total Load Dali. (1n) 1 0.0510 Y 3 1/2' 0.313 1 Passed (1,/999+) -- 1.00 + 1.0 1(M Spares) DefIelon criteria: U. (11360) and II. (1/240). Top Edge &aclng (Lu): Top ampesdon edge neat be toared at 7' u/c urdm dealleri othenalse. Bottom Edge Bracing (Lu): Bottom eanrpiton edge miert be briceil at 6' 7' o/c wdm otteswlse. AptIortseorkuiaonsare banwi on lIDS. . Blxidng Panda are assumed to GO" no loath applied directly above (ham and 11w full 1od Is applied to the nwrnbor beIng designed. Fwyl IWiiT1 I I System : floor Member Type: Drop Beam Building We: Reldential Building Code: IBC 2015 Design Methodology: ASO 9JSlAlNAte1fE5tRrBlMAINE eyehanerw- warrants that the sIzing o Its prodeea will be in arderior with %%veftwwpuWd@sIp allele and *rblIthed design vetom ee1weoreqaeadiydledabra any other-warranties related to the anflanee. Raft toojnant W etereuror Uleabire fur Insiallallon debits. ww.woodbywy.eam) Amessoft (Rim Board. Brothng Panels and Sqreth Bloder) are not III by this eaPtware. Use of do sofbvare is not inlerded to ormwadffw neat Or dOp proBraslonates delemlueti by the authority havfligataIclion. 11w dasWw Of record, Buior or framar Is resgcrolblc to sue that IMo calorlatlen Is compeetse with the overall oJect Products marededlirred at Wetiedlamisor radlidas a rdparty certified to erisiatretse ystanthrds. Wew,ttamrser Enpineered Lumbor Products have been evabeted by ICC ES under tecMorl reports ESR-1153 and EBl1-33B ani0r accordance with appIlbIe ASM slanthids. For cunent code esatiedlon reports lehato ht//rrriw.wcodefery.aunIjserelrecJs_deloIte.aspx. applicubon, Input design loads, dimertiore and aupoortlnfuflnalon hm been prodded by Porte Sofbsare 0peator I forts SdltwareGpalatdr Job Notes j Pui Christenson PCSI) Engineering (760) 207.1885 PPrsd@flThail corn 6/3/2017 7:15:13 AM Forte v5.2, Design Engine: V6.6.0.14 Nere.41e Page 1 of PCSD Engineering Proecti Tifle 3529 Coeetview Court Engineer Project ID: CA 92010 Pect Descr: (760)207-1885 paul.pcsdgmaiLcom Calculations per AISC 36D.11 0, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against laterakorsional buckling Bending Axis: Major Axis Bending Fy : Steel Yield: 50.0 ksi E: Modulus: 29.000.0 Its! Servioe loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load: D=0.5140. L=0.3330, L=0.2850kflt, Tributary Width =1.oft PointLoad: E2.570ki4.330ft PointLoad: E=2.570k(11.330fl Maximum Bending Stress Ratio = 0.787:1 - - - Maximum Shear Stress Ratio = 0.259 :1 Section used for this span W8x28 Section used for this span W8x28 Me: Applied 53.424k-ft Vs : Applied 11.907 k Mn I Omega : Allowable 67.864 k-ft Vn/Omega : Allowable 45.942 k Load Combination +1.1 100+2.450E Load Combination +1.1 IOD+2.4505 Location of maximum on span 9.326ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.249 in Ratio = 818>=360 Max Upward Transient Deflection -0.249 in Ratio = 818 '=360 Max Downward Total DeflectIon 0.668 in Redo = 305 '=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Load Combination Span Max- 'V Dell Location in Span Load Combination MML 84F Dell Location In Span 040.750Lr40.750L 1 0.6679 8.549 0.0000 0.000 Support noiotion For l&ta#1 Values In KIPS Load Combination Support I Support 2 OvemliMAXimurn 8.547 8.547 Ovemli MiNimum 0.823 1.107 D Only 4.607 4.607 4041. 7.030 7.030 .041, 7.438 7.438 .040.7501.r40.7501. 8.541 8.547 4040.7501. 6.424 6.424 4040.70E 6.548 6.264 40-0.105 2.666 2.950 4040.760L40.5250E 7.879 7.667 40.0.75060.5250E 4.968 5.181 40.600 2.764 2.764 40.60D40.705 4.706 4.421 40.60D.0.70E 0.823 1.107 Lrcnly 2.831 2.831 L Only 2.423 2.423 5 Only 2.173 2.367 S Only '-1.0 -2.773 -2.367 PCSD Engineering Project Tide: 3529 Coaslview Court Engineer Project ID: Carlsbad, CA 92010 Ned Desa (760) 207-1885 pauI.pcsdtgmall.com Calculations per AISC 360-10, IBC 2012, ASIDE 7-10 Load Combination Set: ASCE 7-10 Maâ1iFopaiUa Analysis Method: Allowable Strength Design Bean Bracing: Beam is Fully Braced against lateral-torsional budding Seeding Axis: Major Axis Bending Fy: Steel Yield: 50.0 ksl E Modulus: 29,000.0 tat Spin 20.505 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Unifoim Load: D=0,2720, L=0.550 k/ft. Tributary Width = 1.0 ft ES M4RY - MáxiiüiiBending Stress Ratio = 0.456:1 Maximum Shear Stress Ratio 0.149:1 - Section used for this span W8x40 Section used for this span W8x40 Me: Applied 45.282k-fl Va Applied 8.836 It Mn / Omega : Allowable 99.301 k-fl VnIomega : Allowable 59.40 k Load Combination 404. Load Combination .Dsl. Location of madmum on span 102501111 Location of maximum on span 0.000 it Span # where maximum occurs Span #1 Span 6 where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.518 in Ratio = 474>360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.813 in Ratio = 303 >=240. Max Upward Total Deflection 0.000 in Ratio a 0<240.0 PON—X. kL Load CortIna1lon Span Max. -' Deft Location in Span Load Combination Max. '4F + Deft Location in Span 4' 1 0.8127 10.309 -- 0.0000 OIOO 010 f - Suppost notation Far left le#1 Values in KIPS Load Combination support Suppert2 Overell MAXimum 8.836 8.836 OvardlMlNlnwm 1.919 1.919 DOnly 3.198 3.198 4044. 8.836 8.836 *1340.7501. 7.426 7.426 .0.60D 1.919 1.919 L Only 5.638 5.638 I F 0 R T E 1P MEMBER REPORT PF,a,nu,g, (P8-4) H*&n I piece(s) 5 1/4k x 16n 2.OE Parallam® PSL Overall Length: 18"r PASSED Ic 0 4 0 Ir All loons are measured from the outde faea of left support (or left cantlleer end).M dimensions are hodzontal. Member R.aacticnabs) 909602" 11484(3.50") Passed (M) - 1.OD+0.751+0.75Lr (All Spam) Shear (Ibe) 5943 @ 1.71/2" 16240 Passed (37%) 100 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 31435 @9' 31/4" 52432 Passed (60%) 100 1.00+1.0 L (Al Spans) U Load Dell. Qn) 0.32109'35/16" 0.608 Passed (11682) -• 1.OD+0.75L+O.7SLr (All Spans) Total Load Dofi. (In) 0.68709' 35/16" 0.913 Passed (1./319) 1 -• 1.00 + 0.75 L + 0.75 Lr (All Spans) oenecvon cdbela: U. (L1360) and IL. (1/240). Tap Edge Bracing (Li): Top anmpron edge must be' ra at 18' 7 * urdessdwied otherwise. Bottom Edge thacing (Lu): Battorn compmelon edge must be braced at 18'7' * unlace debited otherwise. ..r -' -- . Bloddng Panels are imed to cermyno loadsappiled &v* above Ownwd the fidi bad 19401edfaft meniber being designed. - ' t'-5; - - 4.k • Sbrm:floor Tge Drop 8eam Bng Use: Residential flLlldln5 Code: MC 2015 Design Methodology: ASD 9JSTAIP4MLE FC1RV lNIflt81VE Weyemisanmar werrait that tiw sing cilia pivdu will be in accerdsm with Weyertaaiicer isoduct design affata and pubilsierd design vth. Wses eedyndalnw any otha' wairaites melatad to the solbeame. Wa tocunent WetiaeuserIftaatz,e for InduRation dethils. (www.woodbey)Aoralce (Rbn &am4 Rdrp Panels and Squats Blos) smaddatpned by thissolbease. Lbeoithlssalbvase Is rmtbstasded 10 drusmest the need for a design f5I.1.l 5SdatisiiI by the authodty basing liaan. The datgner of record. tazider or framer Is romwibIe to assure Vat this calculation Is nençedue with the overall projat. Prdducb imainufadsied at Weestaaiser fbdultlesaie tidrdpaltycertllled to amastauiIs ftresbysdamds. Weyemtacwer Engineered Limfoer Products have been eveltasted by MC ES under Isdincel repots ESR-1153 and ESR-1387 and/or Usted In acwdwsce with -RSfN idamdu Parsuriwitcudoesetuallon reporta rdwfahW/www II"e Input desiw' loads, dimeralone and SuPPortinlormadon ton been providedby Forte Software Operator Paul Civistonson PCSD Engirseenr.g (760)207-INS paul.pcsd@gn:ail.cctn : 6/3/2017 7:59:42 AM Forte v5.2. Design Engine: V6.6.0. 14 Nere.41e Page Ia? 1 iI F 0 R T E MEMBER REPORT FloOr Framkrg (F") Fh- Bm Deck 1 pIece(s) 7" x 117/8" 2.OE Parallam® PSL This product failed due to an excessive uplift of -1478 Its at support located at 3/4°. This product failed due to an excessive uplift of -2614 lbs at support located at 20 73/4°. Overall Length: 20 11° tcf + 0 4 0 Li] All locations are measured from the outside lce of Idt support (or It cantilever end).AII dimensions are horizontal. 11,11 BONN Member Realon (Ibs) 6018 @20' 9° 9944 (2.25") Pad (61%) - i.OD+ 0.525 E + 0.75 L + 0.755 (All Shear abs) 56496)19' 75/8° 25713 Passed 2%) iTo 1.0D+ 0.525 E + 0.751 + 0.75 S (All Moment (R-lbs) 39779 6)12' 4° 63688 Paged (62%) 1.60 1.0 D + 0.7 E (All Spans) Live Load Deft. (tii) 1.0536)10,10 3061 0.515 Fai?ad asij 10D+ 0.525 E + 0.75 L + 0.75 S (All TOW Load DefL(ln) 1.4196)I0'9l/F 1.029 (L/174)4 I 1.DD+0.S2SE+O.75L+0.75S(AJI IJW1Ufl ana LI. (IiWJJ aFIU IL SiU). Tap Edge Biadng (Lu): Top compresdom edge neist be' racod at 20 Y c/c unless WOW otherwise. Bottom Edge Braft (Lu): Bottom couwi edge must be bel at 2W 9' c/c unless detailed otherwise. *%W: Flow Member' Type: Ruth Beem Building Use: Resideriuel Building code: mc 2015 Design Mdibed : *50 r MY 4k Kim oaam is essumee co ny all emee aiea cwocuy esove It, b'pang uw member being designed. WK INN N111, ,101 V , . -. r& Fesfl7Ti) -- .. I SUOrAIlIASE FOTWr INITIAflVE Weyertiasuesr warmnis Ilert the abeng of Is prcditis wlil be Bi aesidenee with Wa',wlemuner peduct design cdterla and puteished design velues. wainirliaeuser erqiiemly dbeisims any otter waiienBee rted to the soibtare. Refer to marmaweVerhaeuger Iltembire for Inslatistlon details. (www.wowy.com) Pcemsoples (mm Board, BIodJng Pands and fqmsh Blocks) em not designed by this software. Woof this soft aie Is not Intended to d,cumvent 11w twerl tore dsdgn piufemlunoi asdetarnliwd by the auttmdty hedngieaom. Tier designer of .or1t, builder or framer Is responsible to esteire ttetUthodculaton Iscompabble with the overwi project. Pmdude mamabetteed at Wee1ieeueer lites are tI*d.paity cetfied to sustairteble besbystanderds. Weeehaajser Engineered Lumber Prududs ham been evtherted by 1C 6 w teclmlcal repels 6R4153 and ESL-1387 and/or tested I,.w.dej,., with apØloable*5flI standards. rcrcunent code esaluatlon ,epo.ta refer to hBp;//www.vjood*nAorV-qWoWs-CadeReporftjspL The product application, Input design lo dimawlons and support Inibmiatlon have been prusbied by Forte SoftearoOperetar Paul Chrlsenson PCSI) Enginawing (760) 201.18e5 paul.pso6)gmail.com 6/4/2017 7:00:48 AM Forte v5.2, Design Engine: V6.6.0.14 Nere.4te Page 1 of 1 F OR T E MEMBER REPORT FF,amI,&(FB-6)FPBm@Dock 1 piece(s) 7" x 117/8" 2.OE Parallam® PSL This product failed due to an acessive uplift of -1292 lbs at support located at 13'3 3/4". Overall Length: 13' 7' 17/ + 0 0 Eli All locations are meaired from the out9de (IBw of left support (or left canUlevored).AlI dlmeislons am hodzcntal. Member Reaction (Ibs) :i 8230 @2' 9844(2.25') Passed (84%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 6262 @ 1'3 3/8" 16071 Passed (39%) 1.00 1.00 + 1.0 L (All Spans) Moment (Ft-lbs) 2653757 4 5/8' 39805 Passed (67%) 100 1.0 D + 1.0 L (AU Spans) Uve Load Defi. (In) 0.334@6' 101/8' 0.331 Passed (tI476) - 1.0D+0.525E +0.75 L+ 0.75S(All Total Load Defi. (In) 0.566 @6'9 3/r 0.663 Passed (11281) 1.0D+ 0.525 E + 0.75 L + 0.75 S(AU Usnecoon aicais: U. (V40) ano TI. (11240). Top Edge Biadng (Iii): Top sempieesbn edge must be braced at 135' 0/c unles deUed olleiwlee. Bottom mlge Bslng (Lu): Bottom comprlon edge must be braced at 135' 0/c unless detailed othwwbe. -201 lbs uplift at support 314'. strapping or c1ti' restraint may be r,Iied. System: Floor Flush Beam Building Use: Residential Building Code: !BC 2015 Design I4athoddagy: Aso Rim Board Is assumed to carly all Raft alnd dsactly above It, bassing the member being d4.ed. WIN SUSTAINABLE FCRESTRV INITIATIVE Weieornanis that the sizing of liz prothidis will be In axmdenca with WeeIiaajr prudixt dedgnaltalto and pubiwlied design ieh Weyerh3aw dedalne any clhm warranties related to the sotbia,v. Reter to Qinelt Weyerhaeuser Iltesatlie for lIation detella. l (www.woodbiisy.com) lacessodes (Rim Board, Bixiting Panels and Squash B1oc) me not by tMssoftware Use of this softwise Is net bibeided to clnnmantthe need lbr a design professional as determined by the authority having judsdlojon. The designer of mcord, build or f1ramer Is respawlble to aswre that this cabMtion Is compatible with the ovwail project Ptoduciz nsnufadewed at Wetebaeecr fadlitles are thIidjwt maiffied to eatalnable siandaids. WeesIiaausai Enplt*eed Lumbar Psoducts havebeenewakintedbVIECIESunclert Iv1Ical reports ESR-1153 and -13B7 andforbsted In aidance with applicable ASTM siandeids. For current cede evaluation rapists itiferto b://www.woodey.conVsomtce/LCodel%epnJts.s,. The prodi ....inpotdatgnd dinumdarts and support Infennabon have been provided by FoitoSolbeave operator P. I Paul Clvistunscn PCSO Fr.ginnanng (60) 2C7.I 085 paul.pcsd52meiLcom 614/2017 6:33:05 AM Forte v5.2, Design Engine: V6.6.0.14 Ne,e.4te Page 1 of 1 F 0 R T E MEMBER REPORT Floor Framing, (F&7)FLrBm 1 piece(s) 5 1/4" x 117/8" 2.0E Parallam® PSL Overall Length: 8' 11" I 0 PASSED 0 MI locations are measured from the outside fbm of left support (or loft cntheir end).A!I dimensions are hoslzontai. 6263@2° 7383(2.25") -• Passed (85%) _____ 1.OD+0.75L+0.75Lr (All Spans) Member Reaction (I) Soear(Ibe) 5174@133/8" 12053 Passed (43%) 100 1.OD+1.OL (Ali Spam) Moment (ft-tbs) 16364 @3'S 29854 Passed (55%) 1.00 1.0 P + 1.0 L (All Spans) Live Load Dell. (In) 0.090 @4' 2 5/P 0.215 Passed (1.1999+) -- 1.00 + 0.75 L + 0.75 Lr (AU Spans) Total Load Defl.On) .0.171@4'215116" 0.429 1 Passed (1,/604) — 1.OD+O.75L.+0.75Lr (All Spans) uorieamon alma: IL (11450) 845 ii. (VZ40). Top Edge Bradng (Lu): Top conrem edge mug be ('raced atli'P Wc unlem deIed otherwise. Bottom Edge Bredng (Lu): Bottom almlseedon edge mist be braced at 8' 9-0/c unlace deislied otherwise. Sitteni: ROor rlernber Type: Flush Seem aultdlflg Use: Reviderittal Brlldlng Code: IBC 2015 Dalgn MethOd : Aso -J-'- W1 ?r R. .- ¶ .(3 .f ' ... - -.- M " ....... - lIWI mmm 0 db=MCU W 4JT7 du ius appomm weusy uwie iv, uppus'rng vie memne' oerng cewgnen. _________ - SUSWN88tE FOR3IW INIT&41WE Wey&iaerisar warrants that the sishig of Its pvduce. will bern acomdence with Wrierhmm produd design alhela and published design values. Weyetiaeriser errpnssly dlerialms any other warranties related toftsaftwom itefirtommtWeyertweuat' Oteratire ftr Irelallatlmi dls. 204 3lIng pai4 SqJat ftftjmmtdmW o ,aeis,wth' to drmimveit live need in a design_& I at determined by live authority having jurledlctton. The deft of imurd, biilder or ftsmer is responsible in waite thatthls orlaibeon Is conipotible with the overall projact cdtxb nvenulisctrred at Weiebaome facliwes are 1h1rdpaity r.ertlfled in sustelnable toresey tendarde. Weeilvaeuser Engineered Uurer Producis have been evaluated by IM ES wider tedsilcel ropoits ESR-1153 and ESR4387 arid/or tested In &Lds1a,.ca with ASTM91anclarft For aavantcodeuatIon ropovin n(vtoldW/www.woodbVwy.aWaw4Ws The product apØlcauam, input design beds, dimererlons and eiportMformallmv have bean provtdel by Forte Software Operator Paul Chilalenson . PCSDEnvjineacinq (M)207-INS paul.pcsd@gmauicom 6/4/2017 6:38:51 AM Forte v5.2, Design Engine: V6.6.0.14 Nere.4fe Page 1 of I I F 0 R T E I MEMBER REPORT RocttFramfr, (FB-8) HdrBm ipiece(s) 4x 8 Douglas Fir-Larch No. 2 Overall Length: 5' 7 PASSED (4J 0 All locations are measured from me outside face of left support (or left cantileve erld).Ml dlmenslww are horizontal. Nen*erfreadlon(Ibs) • 137305'S" 7656(3.50") ________ Passed (16%) - 1.00 +0.75L+ 0.75Lr(Nl Spans) Shear(lbs) 1092@4'81/4" 0.031 0 . 3806 Passed (29%) 125 1.OD+O.751+0.75Lr (All Spans) Mornent(Ft-Ibs) 232002'lr 3737 Passed (62%) 1.25 1.OD+O.75L+O.75Lr(M Spans) Uve Load Dell. (In) 0.031 @291/2" 0.175 Passed (1/999+) - 1.00 + 0.75 L + 0.75 Li (All Spans) Total Load Dell. (In) 0.05802' 91/2" 1 0.262 1 Passed (1/999+) I - 1.00 + 0.75 L + 0.75 Li (All Spans) UIU91 amew; U. (JW) wi0 IL (IJS9UJ. Top Edge Bzaclng (Li): Top _q. edge must be leaced at 5' 7" tilc erdeer detailed otheiwlse. BoVom Edge Bracing (Iii): Bottom oomon edge ,moV be' at 5'70o/c wilees detailed othecetse. Applbceble celcUblloiw are baud an liDS. . Mocking Panels we assumed to carry no loath applied dhdyabove than and the full load Is applied to the member belngdedgned. W=4-17-0 [.;fl &VIjJUi!.jTl ______ Sitan: Moor Manber 1e: Drop Beam Building Line: Reodentihl Budding ccde:1BC2015 Design Methodology: ASO 9J5WNABIE FOResiw! IP4ITIA1rvE Waerwansnte that the doing of Its prodattov4u be hi accoadaice with Weyerhaeuser product dedgn aiterla and published design values. WewitianLei* many other varreaftrtal to dwse.. R to amentWeyahamw flieratore ftrbastailallon details. (www.woadbywy.com) Aceessolles (Rim MAMMON Panels and 54ueds B10) we not designed by this eofrwtee. Use of this soflwaie Is not hiseided to dewmiantthe need tore design xm ed.,.l as determined by the authoflty havIng The designer of record, builder or framer Is responsible to esawe that tin cdcWdon incompatible with the coerail project Pmdu& nwilutecwied at Wayerhmserfadfltbe are thkd.pafly cetilied to susitowbie forestry atendeide. Weduser Enpliwered Lumber Pmducb have been evaluated by ICC ES under Wdstical Ioito ER•1153 and ER-1387 and/or tested In awidence with applicobie ASTM stendordo. For cwyent code eabwJbon repade mite to Iffwww.woodoy.conVs pto The product application, input design load.% dlmansions and support hilonoation hay been prorated by Fate Software Operator ....J.JabHot............. . 6/4/2017 6:44.23 AM Paul Christenson ... .Fe,52 Design Engine: V6.6.0.14 PCSD Enjhiecnng Nere.4te flOO) 201.18il5 . . page lofi J F 0 R T E v MEMBER REPORT Film FramI?g. (FB-9) Hdrflm I pIece(s) 3 1/2" x ,9 1/2" 2.0! Parallam® PSL Overall Length: 5' T PASSED -a% + 0 All locations are measured from the outside race of left suppoit (or left cantilever end) All dimensions are horizontal. :Member Realon(Ths) 4664055" 7656(3.50") Passed (61%) - 1.OD+0.75L+0.75Lr (All Spans) Shear abs) 3745046" 6428 Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 686503' 7" 13057 Passed (53%) 1.00 1.00+ 1.01. (All Spans) Uve Load Dell. (In) 0.05502' 10 9/16" 0.175 Passed (11999+) - 1.00 + 0.75 L + 0.75 Lr (All Spans) Total Load Dell. (In) 1 0.09802' 107116" 0.262 1 Passed (L/641) I - 1.0 D + 0.75 L + 0.75 Lz (All Spans) Dellectian a1beto U. (11360) arid TL (11240). Top Edge Bracing (Lu): edge must be I xr, ats' 7' c/c unleesdelsiled otherwise. Bortom Edge Bradng (UI): Boltom u u,liAl edge nsustbe fraced at 5' 7" c/c unless detailed otherwise. 410 the uplift at supportS's.. 9rapp1ng or other retheirt maybe required. System floor M=W : Drop Beam thilldlng Use: ResIdefflal Buthlng Cade :IBC2Di5 Oge t4ediodolcgy: ASD -- - . Bloddng Panels are assumed to orny no loads applied dIrecily above them and the fUll Iced Is applied to the member bdng detipoed. 50 WO ~Ilk MYN YA JSTAlt4AGli FURESM INlOATIVE Weyorhiser meianta that the siting of Its products will be In accordance with Weyettiaezma- pod= design attecla and p*ltshed design valuer. Weediaeusm mipremly dIsms any other wammilles reisted lathe erteware. Reftr to currant Weyectlaeuam literature for bmtailatlon details. (www.woodbywy.com) aersoiler (Rim Deere. 8)odilng Panels and Squash teodis) me not designed bylh1sso1e. %se Of this sufiware is not hesided as drcumvent the need Ibra design profslona1 as determined by the mitimatly having Iwlediction. The designer of record, builder or framer Is ,eioielble to assure titat this calculation is conallble with tile ovemi project. Products mamtactured at Weyerhaeuser IbdIitIes are tterd.paity certified to mitislnable imessy gambeds. Wetiaaumr Enneered Lumber Products have been evaluated by ICC ES under tithiticai reports 4153 and ESR-I387 and/or tested In accordance wfth appilortee aSTM standards. For Current code evaluation reports refer to htlp4lwww.woodbywyAmm/sevfw4sLGmj~ns.&qpL The productapplicovon, Input cgn lo den..1,,.,mel support Information have bean presided by Forte SoTheare Operator -------------- I Paul Chnstunson I PCSDEngmeering I (76O) 207-lass Lpaul.pearlogmall.com 614/2017 6:52:09 AM Forte v5.2, Design Engine: V6.6.0.14 Nero. 4W Page 1 of 1 fz14tan4wy 3529 Coastuiew Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: pauLpcsd JOB 17-049 SHEET NO tj OF_________ CALCULATED-BY PSC DATE 5/15/17 CHECK BY DATE SCALE 5.0 Lateral DesiEn & Analysis (Two-Story) Wind: P = A Kzt 1p930 (ASCE?-Eio-I) Seismic:-V = CWDL A= 1.00 oo-i S. 1.124 S1= 0.432 Kzt= 1.0 (fl&6-4) F2= 1.1 F 1.6 P530 = 26.6 psf (fis. 6-3) R 6.50 1= 1.00 I = 1.0 ((aWe iu.s- V = 0.086 * Wt * p (p - Redundancy) 1st Story 2nd Story satisfied satisfied satisfied satisfied 1 1 P = 16.0 psf Criteria Each Story Resists> 35% Base Shear Wind Loads Any Shear Wali wl (hll)>1.0 Is c 33% Stoly Force: P = 16.0 psfx Thb Area p = Roof Level Direction: N/S = 16.0 psf x 603 sq. ft. = 9624 lbs. Direction: E / w = 16.0 psf x 391 sq. ft. = 6240 lbs. 2nd Floor Level Direction: N/S = 16.0 psf x 759 sq. ft.= 12114 lbs. Direction: E / W = 16.0 psf x 531 sq. ft.= 8475 lbs. Roof WeiEht Roof Wt. = 13.0 psf x 2600 sq. ft. = 33800 lbs. Exterior Wall Wt = 15.0 psf x 705 sq. ft. = 10575 lbs. Interior Wall Wt = 8.0 psf x 633 sq. ft. = 5064 lbs. Ceiling Wt = 6.0 psf x 2078 sq. ft. = 12468 lbs. Total Tub. WR = 61907 lbs. Floor Weiaht Diaphragm = 15.0 psf x 2078 sq. ft. = 31170 lbs. Exterior Wall Wt = 15.0 psf x 1565 sq. ft. = 23475 lbs. Interior Wall Wt = 8.0 psf x 1267 sq. ft. = 10136 lbs. 1st Mr. Roof Wt. = 16.0 psf x 1280 sq. ft. = 20480 lbs. Total Trib. WR = 85261 lbs. Total Seismic Dead Load: Wt = 147168 lbs. ASD Base Shear. V = 0.086 * Wi = 12724 lbs. Roof Diaphravn: N I S Direction V = 9624 lbs. 2600 sq.ft f=V/A= 3.70 psf E/W Direction V = 7721 lbs. A= 2600 —sq. ft fV/A 2.97 psf Floor Diaphraem: NI S Direction V= 12114 lbs. 3358 sq.ft fV/A= 3.61 psf Seismic Lateral Distribution E / w Direction V = 8475 lbs. A= 3358 —sq. ft fV/A= 2.52 psf p ufVfd,kao,n wda21jejo 3529 Coastview Ct. Cartabad, CA 92010 207-1885 - Email: JOB 17-049 SHEET NO t OF________ CAI.CUIATEDBY PSC DATE 5/15/17 CHECK BY DATE SCALE V = 12724 lbs. •p L Agm 3529 Coastview Ct - Carlsbad, CA 92010 JOB 17-049 SHEET NO 3 OF _ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE Telephone (760) 207-1885 - Email: paul.pcsd@gmalt corn 5.1 Lateral Desiffn & Analysis - 2nd Story Shear Walls - — — — — — — — p — — — — — '— — — — — • — — — — — — — 4- 1-7 .......i.4 LL ..-- -• J -- --h-. .. . LL ± -4- -T E LPEEE1 LL3:;::LT:Jj 11 ;:i:i:T I -t t — ....1__1._4..Jd_. .--f.-J_. -f- i'- •1-i ..-. t --j -r -.It - - i I I - . , I I ,?Htfr.F -j- 1 t•- - -H--1--f--- ---4--—:—}H -4- £ I I S I S £ ---t I ii I I e I' I I f±-4- -- '------ :-- ' —H----- •- r--- L_} .., - •-4- -H ... L {... +..__L.._L I 11 I I I • I I l I I I I I I I l 16 16 9 0.0 16.5 9 0.0 10 0 l N/S E/W Oridline Length ofSbeazwalls Total Wall Ht. Type (iridline Length ofSbearwa s Total Wall HI. Type 9 S B S 2 45 9.3 9 S C 4 4 9 S - - -- -- - - -- -- 3 ii 10.5 9 B D 4 5 8.5 9 A - -- -- - - -- -- 7 4 4.3 9 C E 43 7.3 9 B F 8,.5j_.: 0.0 FIE 0 - -- - - - - -- - - 0.0 F4LSE 0 #Dt/0! - - - - - - - - - - - - 0.0 FALJSE 0 #DIW/0! - - -- - - ( - - -- - - — 0.0 PAIE 0 #DIY/01 #D1I0! A M5T6O I P Za Agro PJL 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.pcsdgmail.com 5.1 Lateral Desifn & Analysis (coaL) (iiidLiue (?') 11 % ( 9624 x 0.11 = 1059 ) 1059 lbs. V = 16 ft. = 66 pif OTF = 595 lbs. JOB 17-049 SHEET NO OF_______ CALCULATED BY PSC DATE 5115/17 CHECK BY DATE SCALE Gridline (7) 10 % ( 9624 x 0.10 = 962 #) 962 lbs V 9.3 ft. 103 plf OTF = 931.3 lbs. Gridline (?) 50 % ( 9624 x 0.50 = 4812 #) 4812 IN v = 10.5 ft. = 382 plf OTF = 3437 lbs. Rr o. )X ID.S'/t I?I* ZS7 Gridline (7) 29 % ( 9624 x 0.29 2791 #) 2791 lbs. V = 4.3 ft. 541 plf OTF = 4868 lbs. A MST37 A a. JOB 17-049 SHEET NO 7 ç OF________ CALCULATED BY PSC DATE 5/15/17 CHECK BY __DATE SCALE 3529 Coastvlew Ct - Carlsbad, CA 92010 201-laab -maiI: 5.1 Lateral Desan & Analysis (cont.) Gridlhie 22 % ( 7721 x 0.22 = 1609 #) 1699 lbs. V = 16 It. 106 plf OTF = 955.4 lbs. RF. 6. h clict o&i#I '1; 712,1 Igop 165 Gridline 5 % ( 7721 x 0.05 = 386 #) V = ft. = 97 plf c (.\r 10 c1 OTF = 868.6 lbs. 0 A" MST37 Gridline () 23 % ( 7721 x 023 = 1776 fi) 1776 lbs. 209 pif 'C ç nF A OTF = 1880 lbs. MST37 Grldllne CD 27 % ( 7721 x 0.27 = 2085 #) 2085 lbs. v = 7.3 ft. = 286 plf 241') * (c1 OTF = 2570 lbs. MST4S Gridline (?) 23 % ( 7721 x 0.23 = 1776 #) 1776 lbs. IL V = 16.5 ft. = 108 p1f LI IZZ 9? OTF = 969 lbs. MST37 fnPJUI;raw OkØrD 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.Dcsd( JOB 17-049 SHEET NO 14 o________ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE 5.2Lateral Design & Analysis - 1st Story Shear Walls N/S EIW Gridline Length of Sheails Total Wall Ht. 1 39 1 12 8 2 4 4 7 15 8 3 4 6 9 8 8 6 33 6.6 8 8 4 1"1T 8 0 0 o --- Type A S D S C A V F Gridline A B 1) D.8 E E.5 F Length 66 of ITotal U Wall Ht. S 8 8 8 8 8 8 Type S A A S B s A 4 Ill 5W 16 61 1 1 21.5 I4 5 64 10 35 T 454 T ::::::i 0 - - - - - - 0 JS2iJC 3529 Coastview Ct - Carlsbad, CA 92010 JOB 17-049 SHEET NO 11 OF_________ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE ierepnone (VWi) ui-i wo - maii: paw.pcsagmaii.com wimmwi~ 5.2 Lateral Design & Analysis (cont.) Gridline 10 % ( 12114x 0.10 = 1211 #) 1211 lbs. + 1059 v = 12 ft 189 Of 2.SZ ff A OTF = 1514 Ibs. USE 4x4 w/BD1J2 Gridline (7) 13 % ( 12114x 0.13 = 1575 #) 1575 lbs. + 962 V = 15 ft. = 169 plf A OfF = 1353 lbs. (JSE44 wi }IDU2 Gridline (?' 18 % ( 12114 x 0.18 = 2180 #) 2180 lbs. + 4812 V = 9 ft. 647 Of 71!F D OTF = 5180 lbs. USE 4x4 wl HDUS Gridline (Z) 19 % ( 12114x 0.19 = 2302 #) 2302 lbs. + 0 V = 13.5 It. = 170 plf /2\ OTF 1364 lbs. USE 4x4 wl HDU2 Gridline () 27 % ( 12114x 0.27 3271 #) 3271 lbs. + 1019 V = 6.6 ft. = 542 plf 4 077 = 4333 lbs. USE 4x4 wl HDU4 4 e , Abr.0 Mo.-' , 3529 Coasivlew Cf - Carlsbad, CA 92010 PM4dS,4t,.J,.xw JOB 17-049 SHEET NO )t OF_________ CALCULATED BY PSC DATE 5/15/17 CHECK BY __DATE SCALE - I eiepnone (JU) ZUI-ldbb - moo: pauI.pcsacgmaiI.com 5.2 Lateral Design & Analysis (cont.) Gridlinc 13 % ( 12114 x 0.13 = 1575 II) = : )S. + 1772 266 plf 01'? = 2125 lbs. USE 4x4 w/ 111)112 if Vfn,t.aws 741a AgM 3529 Coastview Ct - Carlsbad, CA 92010 JOB 17-049 SHEET NO OF________ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE i aiepnone ('') z tma'i: paui.pcsatgmaii.com 5.2 Lateral Design & Analysis (cont.) Gridline C3) 9 % ( 8475 x 0.09 = 763 763 lbs.+ 0 = 11 ft. 69 plf /,A\ OTF = 554.7 lbs. .. Jo" " 140 P jpP vd f Gridline () 19 % ( 8475 x 0.19 1610 #) V = 1610 lbs. + 1989 19 ft. = 189 plfiC(,2i16?' A OTF = 1515 lbs. USE 4x4 w/ HDU2 Gridline a— 25 25 % ( 8475 x 0.25 = 2119 #) 2119 lbs. + 1776 V = 21.5 ft. = 181 plf OTF = 1449 lbs. USE 4x4 wl HDUZ Gridline 16 % ( 8475 x 0.16 = 1356 #) 1356 lbs. + 0 V = 13.5 ft. 100 p11 OTF = 804 lbs. gç: 0. U00I3.,12 U°) %4Pf<' Gridline (?) 20 % ( 8475 x 0.20 = 1695 #) 1695 lbs. + 2181 V = 10 ft. = 388 plf OTF = 3101 lbs. A USE 4x4 WI HDU4 3auIt1dtensen 1a,, 2iej o 3529 Coastvtew Ct - Carlsbad, CA 92010 JOB 17-049 SHEET NO ¶0 OF________ CALCULATED BY PSC DATE 5/15117 CHECK BY ___DATE SCALE - ieiepnone tlbU) ZU1-1db - SpaI.PcsdgmaiLcom 5.2 Lateral Design & Analysis (cont) Gridlinc ( 15 % ( 8475 x 0.15 = 1271 #) 1271 lbs. i- 0 V = 7.5 ft. = 169 plf i Lttf A OTF = 1356 lbs. USE 4x4 w/ FIDU2 Gridline (i) 12 % ( 8475 x 0.12 = 1017 #) 2017 lbs. + 2776 V = 12 ft. = 233 plf A 21 flF A OTF 1862 lbs. USE 40 wl HDU2 ifV;II.fl4Dfl Tan 6Z14VO 3529 Coastview Ct - Carlsbad, CA 92010 ZU7-Th5 -maiI: JOB 17-049 SHEET NO Si OF_________ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE 6.0 FOUNDATION DESIGN 6.1 CON11NUOUS FOOTING w= 1125 plf width =1125 plf 0.75 ft (MIN.) => 9 INCHES (MN.) 1500 psf ASBP= 1500 psf USE 15 "WIDE CONTIN. FTG W/ 2- # 4 TOP AND BOTTOM & EMBED. 18 "iNTO UNDISTURBED SOIL (MN.) r*i '!:4lsIIJ1.i.uIIc 0 7 L112 64 / \ J/ [lw_I P,= 1500 * 15 * 48 12 12 Pall = 7500 lbs 6.3 PAD DESIGN SIZE P1 24"SQlJAREx I5"TJIK W/ 3 -# 4 EACH WAY P2 30" SQUARE x 15"THK WI 3 -# 4 EACH WAY P3 36 " SQUARE x 15 "THK W/ 4 4 4 EACH WAY LOAD P,,= 1500 * 2 2 Pnlax = 6000 lbs P.m = 1500 * 32 max 9375 lbs 1500 * 32 Pmax = 13500 lbs HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY April 4, 2018 Project No. 8305.1 Log No. 19768 Mr. Andrew Nere 1.810 Oak Street Carlsbad, California 92008 RECEIVED Subject: FOUNDATION PLAN REVIEW APR 122018 Proposed Additions CITY OF CARLSBAD 1810 Oak Street BUILDING DIVISION Carlsbad, California References: 1. "Geotechnical Investigation, Proposed Additions, Existing Single- Family Residence, 1810 Oak Street, Carlsbad, California", by Hetherington Engineering, Inc., dated May 19, 2017. 2. Foundation Plan and Details, Nere Residence, 1810 Oak Avenue, Carlsbad, CA 92008, by PCSD, dated May 15, 2017, revised March 15, 2018. Dear Mr. Nere: In response to the request of Mr. Allan Teta, TRE Architecture, we have reviewed the revised foundation plans (Reference 2) and geotechnical report (Reference 1). Based on our review, the foundation plans appear to properly incorporate the geotechnical recommendations and are approved from a geotechnical standpoint. This opportunity to be of services is sincerely appreciated. If you have any questions, please call this office. Sincerely, HETHW3488 INEERING, INC. ar Civil E Geotechnical Engineer 397 (expires 3/31/18) Exp. 140. 397 Distribution: 1-Addressee 1-via e-mail (Allan@tre.team) P&wt%'- 0312 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com JOB 17-049 SHEET NO _OF_________ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE low Abro 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885. Email: paul.pcsd 5.1 Lateral Design & Analysis (cont.) Gridline . 11 % ( 9624 x 0.11 = 1059 #) 1059 lbs. v = 16 ft. = 66 plf OTF = 595 lbs. Gridline 2 1 % ( 9624 x 0.10 = 962 #) 962 lbs V = 9.3 ft. = 103 plf OTF = 931.3 lbs. An MST37 Gridline (?I'j 50 % ( 9624 x 0.50 = 412 #) 4812 lbs = 10.5 ft. 382 plf (Tft = 3437 : lbs. IDS'/L T&I ");* 21704 Gridline (7) 29 % ( 9624 x 0.29 = 2791 #) 2791 lbs. V = 4.3 ft. = 541 plf OTF = 4868 lbs. A T: Jc_ 4 (..lt lu.__ i'4- .1_ ltl2.aO)/iL 3' üc_ II BV-z ViZ./ll 7il.L k...JJ PRo-OOTh2 HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY August 23, 2017 Project No. 8305.1 Log No. 19234 Mr. Andrew Nere 1810 Oak Street RECEIVED Carlsbad, California 92008 Subject: FOUNDATION PLAN REVIEW APR 1 2 2018 Proposed Additions crrY OF CARLSBA 1810 Oak Street BUILDING DIVISION Carlsbad, California References: 1. "Geotechnical Investigation, Proposed Additions, Existing Single- Family Residence, 1810 Oak Street, Carlsbad, California", by Hetherington Engineering, Inc., dated May 19, 2017. 2. Foundation Plan and Details, Nere Residence, 1810 Oak Avenue, Carlsbad, CA 92008, by PCSD, dated May 15, 2017. Dear Mr. Nere: In response to the request of Mr. Allan Teta, TRE Architecture, we have reviewed the AM foundation plans (Reference 2) and geotechnical report (Reference 1). Based on our review, the foundation plans appear to properly incorporate the geotechnical recommendations and are approved from a geotechnical standpoint. This opportunity to be of services is sincerely appreciated. If you have any questions, please call this office. Sincerely, G, INC. Civil Engineer 3f 391 -1pi Geotechnical E4 jr 3' (expires 3/31/18\. Oate.-'' OF ogsetF Professional Geologist 377 Certified Engineering Certified Hydrogeolo 'F (expires 3/31/18) 1153 wo Exp. Distribution: 1 -Addressee 1-via e-mail (Allan@tre.team) PVW-OO1I 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com Forte Software Operator Job Notes Paul Christenson PCSD Engneenng (760) 207-I885 paul pcsd@gmad corn PRv2O\- 001 2- 4/2)2018 125917 PM Forte v5 3 Design Engine. V7.0.0.5 Nere.4te Page 1 of 1 4 1 F 0 R T E MEMBER REPORT Roof Framing, (RB-6) Porch RfHdr(Cant) PASSED 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 Overall Length: 10'7" + p ' RECEIVED APR 122018 I II CITY OF CARLSBAD BUILDING DIVISION [ii I1 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location I Allowed ' Result LDF Loath Combination (Pattern) Member Reaction (ibs) 2441 @ 7' 11/4" 8181 (3.50") Passed (30%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1070 @8 1/2° 7402 Passed (14%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) -3043 @7' 11/4" 7540 Passed (40%) 1.25 1.0 D + 1.0 Lr (All Spans) Uve Load Defi. (in) 0.057 @ 10'7" 0.232 Passed 94.) -- 1.0 0 + 1.0 Ii (Alt Spans) Total Load Defi. (In) 0.0-94—F-105 10' 7" 0.348 Passed (21/888) I -- 1.0 0 + 1.0 Lr (Alt Spans) Deliection criteria: U. (IJ35O) and TI. (Lfl4U). Overfrmtq J&s&. crderfa: a (X/360) and fl (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 7" 0/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 7" 0/c unless detailed otherwise. Applicable calculations are based on NDS. SUPPOICS Bearing Length Loads to Supports (ibs) Accessories Total Available Required Dead RLioof ve Total 1 - Stud wail- SPF 3.50 3.50" 1.50" 163 290/-38 453/-38 Blocking 2- Stud wail - SPF 3.50" 3.50" 1.50° 1104 1337 2441 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Root Live (non.anow: L25) Comments 0- Self Weight (PLF) 0 to 10'7' N/A 13.2 1 - Uniform (PSF) 0 to 10'7" (Front) 5' 8" 15.0 20.0 Roof 2-Point (lb) 10' 5" (Front) N/A 227 305 Notes 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 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 manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical 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. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator System: Roof Member Type: Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: Member Pitch: 0/12 rN SUSTAINABLE FORESTRY INITIATIVE PASSED 1 F 0 R T E MEMBER REPORT Floor Framing, (FB-1O) HdrBm 1 piece(s) 3 1/2" x 9 1/2" 2.OE Parallam® PSL Overall Length: 6'3" 58" I:!) II All locations are measured from the outside face of left SUPPOIt (Or left cantilever end).All dimensions are horizontal. Design Results Actual L.oCatlon Allowed LOF Load: Combination (Pattern) Member Reaction (lbs) 5339 @ 2" 7656 (3.50") %) -- 1.0 D + 0.75 L + 0.75 l.t (All Spans) Shear (lbs) 4800 @ 1' 1" 8035 %) kPas=sed 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) 10909 @ 2'6" 16321 %) 125 1.0 D + 0.75 L + 0.75 Li (All Spans) Uve Load Defi. (in) 0.077 @ 2'V' 0.197 923) -- 1.0 D + 0.75 L + 0.75 Li (All Spans) Total Load Dell. (In) 0.145 @ 2'6" 0.296 Pa (11488) - 1.0 D + 0.75 L + 0.75 Li (All Spans) Deflection criteria: IL ((1360) and 11. (1/240). Top Edge Bracing (Lu): Top compression edge must be braced at IF 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 613" a/c unless detailed otherwise. -227 lbs uplift at support 2". Strapping or other restraint may be required. System: Floor Member Type: Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD SUPPOItS Bearing Length Loads to Supports (lbs) Accessories Total Available - Required Dead F Live SeismIcI I ROOt Use 1"othl 1 - Column- DF 3.50" 3.50" 2.44" 2528 1728 2019 24911-2491 87661-2491 Blocking 2- Column - DF 3.50 3.50" 1.51" 1631 965 1271 36221-1622 54900622 Blocking Blocking Pands are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads . Location (Side) Tdbutery Width Dead (0.90) Floor Live (1.00) Root Uve (non.srrow: 2.25) Seismic - (1.60) Comments 0- Self Weight (PLF) 0 to 6'3" N/A 10.4 -Uniform (PLF) 0 to 26 (Front) N/A 245.0 183.0 140.0 • Residential - Using Areas Point (ib) 26"(Front) N/A 3126 2237 2790 4113 Uniform (PLF) 2' 6" to 6' 3" N/A 95.0 - 40.0 - Residential - Living Areas Notes haeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. haeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design slonal as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is tibia with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at haeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, haeuser product literature and Installation details refer to www.weyeuser.conwoodproducldocument-library. product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Note. Paul CChristenson _— -- PCSD Engineering p (790) 07.1835 I paid pc5dgmaiI.com 40201812:56-01 PM Forte v5.3. Design Engine. V7.0.0,5 Nere 41e Page 1 of 1 / , AV mv II 3529 CoastviewCt - Cailsbad 0A92010 p..i eh..t.o.. Telepflone (iSO) 207-18b - Email: paul.pc 5.2 Lateral Design & Analysis - 1st Story Shear Walls JOB 17-049 SHEET NO OF_________ CALCULATED BY PSC DATE 5/15117 CHECK BY DATE SCALE N/S EIW Oridlinc 1 2 3 4,5 6 Length of Shearwalls Total Wall Ht. 8 8 8 8 8 8 Type A S D S C A V Gridlinc A B LI 1)8 E E.5 F Length of Sheaiwalls - Total Wall Ht. 8 8 8 8 8 8 8 Type S A A S B S A 39 12 —6 6 11 44]1T 4115 19 46 9 166 21.5 86 13.5 14 'T!' 33 64 '10 3 5 7.5 0 454 12 1 (I 0 ::::I = fVreznu Z,r21/ejo 3529 Coasivlew Ct - Cailabad, CA 92010 - mail: JOB 17-049 SHEET NO OF_________ CALCULATED BY PSC DATE 5/15117 CHECK BY DATE SCALE 52 Lateral Desi2n &Anatvsis (cont.) Oridline , 10 % ( 12114x 0.10 = 1211 #) 1211 lbs. + 1059 v = 12 ft. = 189 plf A 2.1;zv /\ OTF 1514 lbs. USE 40 wl BDU2 GridUnc 13 % C 12114x 0.13 1575 0 ) 1575 lbs. + 962 - ft = pif OfF = L l3S lbs. USE 44 wi l-IDU2 Grid1ine_j 18 % ( 12114x 0.18 = 2180 #) 2180 lbs. + 41112 V 9 ft. 647 plf •73 ?F OTF 5180 lbs. USE 40 wi HDUS Gridlinc ('Z) 19 % ( 12114x 0.19 2302 #) 2302 lbs. + I) = 13.5 ft. 170 plf OTF 1364 lbs. USE 4x4 WI HDU2 Gcidline () 27 % ( 12114x 0.27 = 3271 #) ( 3271 lbs. + 1019 ft. 42 pif ii (3")z rc,c OTF = 4333 lbs. USE 4x4 wl HDU4 / .z1 at14r 3529 Coastvlew Ct - Carlsbad, CA 92010 - mail: JOB 17-049 SHEET NO )f OF__________ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE 5.2 Lateral Desigji & Analysis (cont.) Gridline () , 13 % ( 12114 x 1575 lb it. s. + 1772 • tu.i) Off 0.13 = 1575 #) pif 1J) zrr I, USE 4x4 WI HDU2 $IV7U 3529 Coastview Ct - Carlsbad, CA 92010 JOB 17-049 SHEET NO iJi OF_______ CALCULATED BY PSC DATE 5/15/17 CHECK BY DATE SCALE A USE 40 WI HDU4 5.2 Lateral Desian & Analysis (coat.) Gridline () , 9 % ( 8473 x 0.09 = 763 763lbs.— 0 v= 11 it. = 69 p11' DIP = 554.7 lbs. o1LQt\ pJ'5.SJ 24'1', pP 2,01iff kO Gridline 19 % ( 8475 x 0.19 1610 #) 1610 lbs. + 1989 v = 19 ft. 189 pifiC LI6?P (lIP 1515 lbs. Gridline () 25 % ( 8475 x 0.25 = 2119 #) 2119 lbs. + 1776 V = 21.5 ft. = 181 plC OTF 1449 lbs. A A USE 40 w/ HDU2 A IJSl4x4 wl HDLJ2 Gridline (D.8) 16 % ( 8475 x 0.16 = 1356 #) 1356 lbs. + 0 v= ft. m 14q pif ( OTF = 4I lbs. g o. U4(J. 1' t21c') Hffl Gridline (?) 20 % ( 8475 x 0.20 = 1695 #) 1695 lbs. + 2181 V = 10 ft. = 388 plf OTF = 3101 lbs.