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1811 OAK AVE; ; CB140216; Permit
08-29-2014 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dw/elling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CBI40216 Building Inspection Request Line (760) 602-2725 1811 OAKAV CBAD RESDNTL Sub Type: SFD Status: ISSUED 2050810400 Lot#: 0 Applied: 01/28/2014 $434,496.00 Constuction Type: 5B Entered By: LSM Reference #: MSI30006 Plan Approved: 08/29/2014 1 Structure Type: SFD Issued: 08/29/2014 4 Bathrooms: 4.5 Inspect Area: Orig PC #: Plan Check #: OAK AVE 4 - PARCEL #4 DEMO EXISTING 2,177 SF HOME(BUILT 1952) BUILD NEW 3,446 SF LIV/451 SF GARAGE/111 SF ST0RAGE(@GARAGE)/191 SF LANAI/ 153 SF PORCH Applicant: MANDY MILLER Owner: ZEPHYR CUSTOM HOMES 11 L L C 700 2ND ST ENCINITAS CA 92024 760-580-2508 11750 CORRENTO VALLEY RD #103 SAN DIEGO CA 92121 Building Permit $2,008.82 Meter Size FS3/4 Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $1,406.17 Meter Fee $317.00 Add'l Plan Check Fee $0.00 SDCWA Fee $4,800.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $43.45 PFF (3105540) $7,907.83 Park in Lieu Fee $0.00 PFF (4305540) $7,299.53 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $2,870.00 Other Bridge Fee $0.00 Traffic Impaet Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $318.00 Renewal Fee $0.00 ELECTRICAL TOTAL $85.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $148.04 Other Building Fee $3.25 Housing Impaet Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $5,060.00 Housing Credit Fee $0.00 Meter Size FS3/4 Master Drainage Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $842.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $16.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 TOTAL PERMIT FEES $33,125.09 Total Fees: $33,125.09 Total Payments to Date: $33,125.09 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: ^'^^/^ Clearance: NOTICE: Please take NOTICE that approval of your project Includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this pennit was Issued to protest Imposition of these fees/exactlons. 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 wlll 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/exactlons DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired. 08-29-2014 City of Carlsbacl 1635 Faraday Av Carlsbad, CA 92008 Storm Water Poilution Prevention Pian (SWPPP) Permit Pernnit No:SW140126 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: 1811 OAK AV CBAD SWPPP 2050810400 CB140216 OAK AVE 4 - PARCEL #4 - SFD Applicant: MILLER MANDY 700 2ND ST ENCINITAS CA 92024 760-580-2508 Emergency Contaet: MANDY MILLER Status Lot #: 0 Applied Entered By Issued Inspect Area Tier: Priority: Owner: ZEPHYR CUSTOM HOMES II L L C 11750 CORRENTO VALLEY RD #103 SAN DIEGO CA 92121 ISSUED 04/21/2014 SKS 05/13/2014 PB 1 M 760 580-2508 SWPPP Plan Check SWPPP Inspections Additional Fees $0.00 $221.00 $0.00 TOTAL PERMIT FEES $221.00 Total Fees: $221.00 Total Payments To Date: $221.00 Balance Due: $0.00 FINAL APPROVAL DATE_Z^S^; SIGNATURE Inspection List Pennlt#: CB140216 Type: RESDNTL SFD Date Inspection Item 08/04/2015 89 Final Combo 08/04/2015 89 Final Combo 08/03/2015 89 Final Combo 07/31/2015 89 Final Combo 07/29/2015 89 Final Combo 07/29/2015 89 Final Combo 03/24/2015 29 Final Plumbing 03/24/2015 39 Final Eledrical 01 /15/2015 82 Drywall/Ext Lath/Gas Test 01/14/2015 17 Interior Lath/Drywall 01/14/2015 18 Exterior Lath/Drywall 01/13/2015 13 Shear Panels/HD's 01/07/2015 16 Insulation 12/31/2014 84 Rough Combo 12/30/2014 84 Rough Combo 12/18/2014 13 Shear Panels/HD's 11/12/2014 15 Roof/Reroof 09/30/2014 11 Ftg/Foundation/Piers 09/29/2014 11 Ftg/Foundation/Piers 09/22/2014 21 Underground/Under Floor Inspector PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB Act AP Rl CA NR Rl NR AP AP CA AP AP NR AP AP NR AP AP AP NR AP OAK AVE 4 - PARCEL #4 DEMO EXISTING 2,177 SF HOME(BUILT 1 Comments COF/2-4PM COF Wednesday, August 05, 2015 Page 1 of 1 rvv5 \^'Coo^ THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: O PLANNING •ENGINEERING •BUILDING nFIRE •HEALTH • HAZMAT/APCD ^ C, T y OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.ca rlsbadca^gov Plan Ciieci< No. \ <^ QQ-^^ EstValue <4S4,t4^^ Plan CIc. Peposit m-n^^ . I "7 Pate 1 )^| i q- ISWPPPI V0/34> JOB ADDRESS riiSTi TPHAST* # BEDROOMS SUlTEf/SPACEt/UNrrf I IAPN, rmimsim—itetMNrsusiNt^NAME - ledNSfR.TYise i oec. eAoop tT/PWjtCt» DESCRIPTION OF WORK: /nciude SQuarv Fmt of AffkctadArMfs) J7 USE PROPOSED USE 2 I GARAGE (SF) I PATIOS (SF) I DECKS (SF) I FIREPLACE^ IAIR CONDITIONING EXISTINQ YES NCQ YESf^Nol I FIRE SPRINKLERS YESrRWCI I APPLICANT NAME (Primary Contaet) ADDRESS APPLICANT NAME ISecondary Contact) ADDRESS ZIP r CITY CITY , HONE (\ FAX •^(ot>- 'r.^(^^€^\ ^^t^ \£n9:.'^'^ STATE ZIP PHONE . TTf--^-PHONE ,£MAIL FAX PROPERTT OWNER NAME . • • 'ZJPJ^\\\\V^ ^^^^\t^^^ VAcamiQ J4>, CONTRACTOR BUS. NAME ADDRESS ADDRESS w CITY il FAX CITY STATE ZIP PHONE PHONE EMAIL nncu •NER NAME & ADDRESS j STATE UC. # EMAIL ARCH/DESIGNER STATE LIC.# _ CITYBUS. UC.# ^, (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct alter, improve, demolish or repair any structure, pnor to Its issuance, also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions ofthe Contractor's License Law (Chapter 9, commendingwith Section 7000 of Division 3 of the Business and Professions Code) or that he Is exemot therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). WORKERS- COMPENSATION Wo(1(en' Compensation Declintlan: / Aerstiy afUrm under penalty of peijury one ofthe /Mowing declarations: BI hava and wlll maintain a certHicata of conaant to aalMnsure for workers' oompensation as provided by Section 3700 of the Labor Code, Ibr the perfbnnance of the work for whk:h this pemiit Is Issued. I hav* and will maintain woriwa' comcanution, as required by Sectkm 3700 of the Labor Code, for the perfomiance of the work Ibr whk:h Oils pennit is issued. My workers' compensation insurance earner and potey number are; Insurance Co. Polcy No. Expiratwn Date TMssaaWin need not be compleled if Ihe pennit Is Ibr one hundred dollars ($100) or less. [•TCartiflcate of Exemption: I certify that In the perfbnnance of the work for wfiKti this pemjitiussued, I shall not empkiy any person In any manner so as to become subject to the Workers' (kimpensatkxi Laws of Califomia WAiVJING: Failura to tecure worker*' compansaSjfin coverage I* unlnrfllCand^haii subject an employerto crimlnai penattlea and civil fines up to on* hundred thousand dollar* (&100,000), In addition to th* cost of comp*ntationj)fiinlBav(a pr^fMthijn Saction 3706^^fttiel^MSr cod*, lnt*r*«t and attorney'* fee*. y , ^CONTRACTORSIGNATUgr^'I^rf^V^r ^ ^,-A<i QAGENT DATE O'/Zcf)//^ OWNER-BUILDER DECLARATION / /lereby iSfinn tiiat I am exempt Imm Contractor's Ucense Law lor the lollomng reason: I I I, as owner of (he property or my empkjyees with wages as their sole compensatton, wlH do the work and the stmcture is not intended or offered for sale (Sec, 7044, Business and Professtons Code: The Contractor's ' '•—^se Law does not apply to an bwner of property who buikis or Imprbves thereon, and who does such work himself or through his own emptoyees, provtoed that such Improvements are not Inlended or offered for If, however, the building or Improvement Is soto within one year of completton, the owner-buikler will have the buiden of proving that he dto not buito or improve for Ihe purpose of sale). I, as owner of Ihe property, am exclusively contracting with Itoensed contractors to constnx:t Ihe pmject (Sec. 7044, Business and Professtons Code: The Contractor's Ucense Law does not apply to an owner of property who buitos or improves thereon, and contracts for such projects with contractor(s) Itoensed pursuant to Ihe Conlractor's Ltoense Law). [~| I am exempt under Sectton Business and Professtons Code for this reason: 1.1 personally plan to provtoe the ma^r labor and materials for constnidton of the pioposed property irnpiDvement. I lYes I iNo 2.1 (have / have not) signed an appltoatkin for a buitoing pemilt for the proposed work. 3.1 have contracted with the toltowing person (flmi) lo provkle the proposed constnidton (include name address / phone / contractors' Itoense number): 4.1 plan to provtoe porttons of the mrk, but I have hired the fbltowing person to coonlinate, supeniise and provtoe the major work (include name / address / phone / contractors' Itoense number): 5.1 will provkle some of the work, but I have contraded (hired) the foltowing persons to provtoe the worit indtoated (include name / address / phone / lype of vtoik): ^efpROPERTY OWNER SIGNATURE ^^>^^AA •AGENT DATE '/<A A COMPLETE THIS SECTION FOR NON-RESIOENTIAL BUILOiNG PERMITS ONLY Is the applfcant or luture buiklkig oaupant required to submit a business plan, acutely hazardous materials registraton fbrm or risk management and prevention program under Secttons 25SOS. 25533 or 25534 of Ihe Presley-Tanner Hazardous Substance Account Ad? • Yes • No Is Ihe applfcant or future buitoing occupant required to obtain a pemilt from the air poltotkin control dislitot or air quality management distrfct? (!] Yes • No Is the ta^ to be constnicted within 1,000 fset of the outer boundary of a school site? ClYes GNo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFiCATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPUCANT HAS MET OR IS MEETING THE REOUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES ANO THE AIR POLLUTiON CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby aflinn that there is a construction lending agency for the perfamance of the worit this penntt is issued (Sec 3097 (i) Civil Code). Lender's Name Lender's Address APPLICAIMT CERTIFICATION lceillf)/thatlhaw IMd the applcalKwai Id siflle lhat the abow Inlbnnation Is oonect and that the inl^^ I heieby autxxizB represenlalive of the City of Caiisbad to enter upon the atiove nne^ AGAINST Aa UABLITIES, JUDGMENTS, COSTS AND EXPENSES WHICH »MY IN ANY WAY ACCRUE AGAINST SAID CmC IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permii Is lequted br excavations over d'O" deep and demolllion or constnictton of shx^^ D<PIRATION: Every pemilt Issued by Ihe Building Official under Ihe pnovistons of Ite 180 days lipm the dale of such pemiil or If Ihe buHding or wrk authorized by sud^ ^APPUCANT'S SIGNATURE DATE INSPECTION RECORD Building Diuision m INSPECTION RECORD CARO WITH APPROVED PLANS IMUST BE KEPT ON THE JOB BI CALL BEFORE 3:30 om FOR NEXT WORK DAY INSPECTION IZ FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carl«badca.ffov/Buildin<p AND CLICK ON "Reques DATE: CB140216 1811 OAKAV OAK AVE 4 - PARCEL #4 DEMO EXISTING 2,177 SF HOME(BUILT 1952) BUILD NEW 3,446 SF LIV/ 451 SF GARAGE/ 111 SF STORAGE(@GARAGE)/191 SF LANAI/153 SF PORCH RESDNTL SFD Lot#: MANDY MILLER REuORD COPY IF YES' IS CHECKED EJELOW THAT DIVISION'S APPROVAL IS REQUIRED PRIOR TO REQUESTING A FINAL BUILDING IN::,PECTION. IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE PHONE NUMBERS PROVIDED DELOW. AFTER ALL REQUIRED APPROVALS ARE SIGNED OFF- FAX TO 760-602 - 8 560, EMAIL TO B L DG I N S PE C Tl O N S(<i C A R L S B A D C A GOV OR BRING IN A COPY OF THIS CARD TO: 1635 FARADAY AVE.. CARLSBAD. CA 92008. BUILDING INSPECTORS CAN BE REACHED .•XT 760-602-2700 BETWEEN 7:30 Atvi - 8;00 Atvi THE DAY OF YOUR INSPECTION. NO YES/ Required Prior to Requesting Building Final If Checiced YES Date Inspector iyiotes V Planning/Landscape 760-944-8463 Allow 48 hours T-, CM&I (Engineering Inspections) 760-438-3891 Call before 2 pm ~^iJ T- l/ Fire Prevention 760-602-4660 Allow 48 hours c—' Type of Inspection Type of Inspection 1 CODE •» BUILDING 1 Date . Inspector CODE ,( ELECTRICAL r Date Inspector #11 FOUNDATION #31 P ELECTRIC UNDERGROUND D UFER #12 REINFORCED STEEL iy #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT #33 • ELECTRIC SERVICE DTEMPORARY • GROUT • WALL DRAINS #35 PHOTOVOLTAIC #10 TILTPANELS #39 FINAL "#11 POURSTRIPS CODE n MECHANICAL #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME • FLOOR • CEILING #44 • DUCT a PLENUM DREF. PIPING #15 ROOFSHEATHING #43 HEAT-AIR COND. SYSTEMS #13 EXT. SHEAR PANELS /l'/rA¥ #49 HNAL #16 INSULATION rf CODE f( COMBO INSPECTION #1.!? EXTERIOR LATH #81 UNDERGROUND (11,12,21,31) #17 INTERIOR UTH & DRYWALL l-n '-^ ifjp #82 DRYWAL1,EXTUTH,GASTES(17,18,23) #^ 1 POOL EXCA/STEEL/BOND/FENCE #83 ROOFSHEATING, EXTSHEAR(13,15) #SS PREPLASTER/RNAL #84 FRAME ROUGH COMBO (14,24,34,44) »19 FINAL #85 T-Bar (14,24,34,44) [.CODE <( PLUMBING Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) #22 • SEWER & BL/CO DPL/CO FIRE Date Inspector #21 UNDERGROUND DWASTE • WTR iV #24 TOPOUT DWASTE DWTR A/S UNDERGROUND VISUAL #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO #23 Jl OAS TEST D GAS PIPING l'Z9A^ A/S UNDERGROUND FLUSH #25 "^ATER HEATER A/S OVERHEAD VISUAL #28 SOLAR WATER A/S OVERHEAD HYDROSTATIC #29 HNAL A/S HNAL cAHr CODE I» STORM WATER F/AROUGH-IN #600 PRE-CONSTRUCTION MEEHNG F/A HNAL #603 FOLLOW UP INSPECTION FIXED EXnNGUISHING SYSTEM ROUGH-IN #605 NOTICETOCLEAN HXED EXHNG SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXnNGUISHING SYSTEM HNAL #609 NOTICE OF VIOUTION MEDICAL GAS PRESSURETEST #610 VERBALWARNING MEDICAL GAS HNAL j^REV 10/2012 SEE BACK FOR SPECIAL INOTES %0A ^ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 vtnA/vi/.carlsbadca .gov In accordance with Chapter 17 ofthe California Building Code the following must be completed when work being performed requires special inspection, structurai observation and construction material testing. Project/Permit: \^ 09-\^ ProjectAddress: QaV . AvC -fe.fCe.l ^ ^ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder •. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please printX- (First) 1 \AA{(Lr (First) I (M.I.) . (Last) ^ Mailing Addressi I am; aProperty Owner '^feroperty Owner's Agent of Record •Architect of Record QEngineer of Record State of California Registration Numben. Expiration Date:_ AGREEMENT: I, the undersigned, declare under penalty of perjury under the 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, constmction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspecttonspated on the agBrpved plans and, as required by the California Building Code. , Signature ^/pj.^:^^MO^.^'fi^ Date: N I ^ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706;. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name:CV\lf\S^ ^.\)^^A Oi^n.'^Ur|[^hf\Cpirl Please check If you are Owner-Bullder • Name: (Please print) _ PVW A • fay )CJg-r (Firat) . (M.I.) » (Last) Mailing Address:!^^QbOiHitAtoLm^ ^\^,Sa.r> Pl Pojb ,C.A \ Email:-vnf^AClQ^-TJ^^hyrp(UAA9)rS>y C^fY^ Phone:n(oO- tf^XX '^^-^^ State of California Contractor's License Number: _ Expiration Date: v.>-t QLJ' /LLJ / H • 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 reporfs; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will provide a final reoort / letter in comoliancewith CBC Section 1704.1.2 prior to reauestina final Inspection SignatureL B-45 Page 1 of 1 Rev. 08/11 • FIELD MEMO ADVANCED GEOTECHNICAL SOLUTIONS, INC. AGS CUENT:-Zli^VyiiL'Bb^^ r!^^ P/W: l3Pe- ^r.<^> aiENTS REPRESENTATIVE: DATE: ^- e^j^ l ^ ^ ^ PROJECT NAME: <: > .K /y,/ . JTRACTNO.: PROJECT^OCATION: CV^^u tyyi^X? TYPE OF OBSERVATION: WEATHER CONDITIONS:GJU::^,:^;) - -^-r- 0^OOting/CaisSOn Excavation (indicate as-built and design embedment depths, setback) • RetainingWall (indicate type of wall, if drains installed per plan, limits of select backfill - if observed) I I Presaturation (indicate depth of presaturation and moisture content) • Subgrade (Specify curb and gutter, flatwork, or pavement) n Removal Bottom • Subdrain • Keyway Excavation n Reinforcing Steel O Special Inspection: • Concrete Testing • Other: LIMITS OF OBSERVATION/ TESTING COVERED BY THIS NOTICE: DESCRIPTION OF PROJECT ACTIVITES/TESTING: l2^-r/>A>4ia^S^ U^>i{ r^c'/:^J\^XCq J>^ b^M'2j^ cjef^u^t^A^^txz. -A^^^ J^D^SC-T^ "I^ iS. i^^^ rbuAii<^_A^^ SITE VISITORS/FIRM: AGS TECHNICIAN BILLED HOURS CLIENT'S REPRESENTATIVE _ - - -'^:ii:^AAA. FIELD OFFICE TRAVEL SIGNED: A^v;,' '^:ii:^AAA. SIGNED: PRINTED: « ,.trcy:n ('•^J<^??.Ll»^ 2.^ PRINTED: PAGE I of I fieldformslOlO.xls/Memo TITLE: # •pip DAILY FIELD REPORT ADVANCED GEOTECHNICAL SOLUnONS, INC. AGS CLIENT: ^^^^l^^-f^) ; CLIENT'S REPRESENTATIVE: A^--^'f Ui;^f cEf^OT^ .1 PROJECTNAME:^ 0*M<^V^. PROJECT L0CATI0N:O'vRCCE./Vf:> CONTRACTOR: DATE: 1 {M^' l4 txNsr:-^ REPORT N^. TRACT NO. WEATHER: e^S^.fo -7^ ' EARTHWORK EQUIPMENT: DESCRIPTION OF PROJECT ACTIVITIES: .JSS:c>^^Znr.^^_..CU^i^ fr-iX I V 'f-' i JUSOiii SITE VISITORS/FIRM: AGS TECHNICIAN SIGNED;' / A z'..:'. A^iiw-.//.i BILLED HOURS CLIENTS REPRESENTATIVE SIGNED: AGS TECHNICIAN SIGNED;' / A z'..:'. A^iiw-.//.i TECH FIELD TRAVEL CLIENTS REPRESENTATIVE SIGNED: PRINTED: 1 C Or ; (OM/^C/r^ TECH FIELD TRAVEL PRINTED: PAGE J of ( FIELD TITLE: fieldforms20l 1 .xlsx/Daily 9>.'%.lir)x. 28792 Sorv 'Sbiefc, %a,. 92 f98 -0792 ^cvss' %eJll; (858)688 -5523 (853)655-5359 9?W%t-. (858) 435-066/ Registered inspector's Report email: richardbtorres^otmall.com Registered Inspector's l.D. S.D.CIty #786 Representing Inspection Agency: DATE ^A^^ JiOJ / DAY OF THE WEEK JOBNAME ' ' (/ ^ BUILDING PfeRIWIT NUMBER/ APPROVAI # CAjyAAZ/A/p JURISDICTION ADDRESS' f ' CITY } Kli OAk: -AJ^ AA)e.L%fl^n GENERAL CONTRACTtlR EI^GINEER SUBCONTRACTOR (IF ANY) CAr^uLA ^oAcdO-TrC REQUIREMENTS! Limif^f che jot> number, one permit specifically identified. Communication (RFI, Sketch, et with project designers, building and permit granting aut numbST'Dif stteet. Identic all work hy type and SPECIFICIocation. Non-compliant work must be I.) voiding previous non-compliant items must be listed, record conversations and communications fiority officials. HOURS REGULAR 1.5X 2X TIME IN TIME OUT Aya^ I |Re-lnspection I [Show-Up Only I [Expenses [^Reinforcing Steel I [sheanwall /Nailing I [concrete Placement I [Epoxy Anchors/Rebar I [Masonry (^Prestress/ [ [Reinforcement Masonry | [Torque Testing I ^raming/^ql^wjly/StrongWalls A/A)'^A^-e^ ' •2^ LEGEND/SYMBOLS: "OK" (in comply); "WIP" (work in progress); "P" (pending re-inspection); "NA" (not applicable) A.B.'s Size/Spacing Y/N Framimg Members Sheathing Thickness/Type LTP4/A35 Installed/Spacing: Y/N Nail/Fastner Type/Size H.D.'s Verify Mix DESIGN Slump/Air % Admixtures(s) Design F'c{psi) Total Cubic Yards Samples Additional Page (Page #) CM. REPORT j [ Contains Does Not Contain lA Non-Compliant Items Certification of Compiiance I declare under penalty of perjuty that all of the above statements are true, and that of my own personal knowledge the woric during the perfod covered by this report has been performed and installed in compliance with the approved ptans, specificattons and all applicable codes. All inspections based on minimum of 4 hours nad over 4 hours - 8 hours mimimum. If Inspector Is called to a project and no woric Is performed, a 2-hour minimum ciiarge will be applied. inspector's Name Inspector's Signature ffchdrd B. TORRES Inspector's ID / Lic. # S.D. 786/1029093 lAlAA. Approved/ Authorized by Submitted by >- • (Project Superintendent) (Special Inspection Agency) EsGil Corporation In PartnersHip witfi Qovemment for (BuiCding Safety DATE: April 18, 2014 • APPLICANT • JURIS. JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLANCHECKNO.: 14-0216 SET III PROJECT ADDRESS: OAK AVENUE PROJECT NAME: SFR for ZEPHYR PARTNERS I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I 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. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mall Telephone Fax In Person ^ REMARKS: 1. Truss calculations are in one package forthe following projects 14-0213, 14- 0214, 14-0215 and 14-0216, package is included in 14-0215. 2. The applicant shall slip th,e following new sheets of plans: A, P-4, PTD and PT4, in to the City Set II plans. By: Ray Fuller (SA) Enclosures: EsGil Corporation • GA • EJ • MB • PC 04/14/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnersfiip witfi government for (BuiCiCing Safety DATE: March 25, 2014 •APPLICANT ^-^URIS. JURISDICTION: CARLSBAD ^ • PLAN REVIEWER • FILE PLANCHECKNO.: 14-0216 SET II PROJECT ADDRESS: OAK AVENUE PROJECT NAME: SFR for ZEPHYR PARTNERS I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I 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. I I 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. I I 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: MANDY MILLER 11750 SORRENTO VALLEY ROAD, #130, SAN DIEGO, CA 92121 I I 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: MANDY /) Telephone #: 760-580-2508 Date contacted: -'U^ (byT^) Email: mandv@zephvp^artners.com Fax #: 858-678-8655 j^Mai^ Telephone ^t" Fax Person n REMARKS: By: Ray Fuller for AS Enclosures: EsGil Corporation • GA • EJ • MB • PC 03/18/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 14-0216 March 25, 2014 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one 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. 2. A reminder that all sheets of the revised plans & the firs sheet of any revised calc's. must be stamped & signed by the engineer or architect responsible for their preparation. The conventional foundation plan has been removed and appears going to a post tension plan. This cannot be a deferred submittal. Please provide the post tension plans, calculations and Post tension plans to have review stamps placed on them by engineer of record reflecting that plans have been reviewed for placement of hardware, line and point loads, shearwall types/widths and additional foundation steel required by the structural /consultant. 3. Not provided. 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. 4. Not provided. This is cannot be a deferred submittal. An instantaneous water heater is shown on the plans, please include a gas pipe sizing design (isometric or pipe layout) for all gas loads: a) The gas pipe sizing for a tank type vjater heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). 5. Provide a list of special inspection requirements i.e. soils compliance, post tension placement and stressing , over 2500 psi concrete (if required by post tension calculations , 4" or less Nailing etc? Complete special inspection form before permit issuance. 6. Handrails (Section R311.7.7): Still applies as reflecting 2 V*" . a) The handgrip portion of all handrails shall be not less than 1-%" nor more than 2" in cross- sectional dimension. See Section R311.7.8.3 for alternatives. Revise detail 7/D-3 accordinalv. • 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. • 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 Ray Fuller for AS at EsGil Corporation. Thank you. EsGil Corporation In (Partnersfiip witfi Qovemment for (BuiCtfing Safety DATE: FEB. 03, 2014 OTAPPLICANT ^^JURIS. JURISDICTION: CARLSBAD • PLANREVIEWER • FILE PLANCHECKNO.: 14-0216 SETI PROJECT ADDRESS: OAK AVENUE PROJECT NAME: SFR for ZEPHYR PARTNERS I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. AJ The applicant's copy of the check list has been sent to: MANDY MILLER 11750 SORRENTO VALLEY ROAD, #130, SAN DIEGO, CA 92121 I I 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: MANDY Telephone #: 760-580-2508 Date contacted: (by:\^[^) Email: mandv(5).zephvr.partners.com Fax #: 858-678-8655 Telephone "^ax In Person • REMARKS: By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • MB • PC 1/30 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 14-0216 FEB. 03, 2014 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: 14-0216 JURISDICTION: CARLSBAD PROJECTADDRESS: OAKAVENUE FLOOR AREA: LIVING = 3,446 GARAGE = 562 PATIO COVER = 344 STORIES: TWO HEIGHT: 23' REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 1/28 DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/30 DATE INITIAL PLAN REVIEW COMPLETED: FEB. 03, 2014 PLAN REVIEWER: ALI SADRE, S.E. FOREWORD (PLEASEREAD): 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 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless ofthe 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 2012 International Building Code, the approval ofthe 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 vou submit the revised plans. CARLSBAD 14-0216 FEB. 03, 2014 • PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one 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. 2. A reminder that all sheets of the revised plans & the firs sheet of any revised calc's. must be stamped & signed by the engineer or architect responsible for their preparation. (California Business and Professions Code). 3. Provide a statement on the Title Sheet of the plans stating that this project shall complywith the 2013 California Residential Code, which adopts the 2012 IRC, 2012 UMC, 2012 UPC and the 2011 NEC. Section R106.1. 4. Please revise code section numbers throughout the plans, i.e.. Sheet GN-1, 2, etc., as required. 5. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." Sec. R106.2. I.e., any site retaining walls, gates, fences, monument signs, etc. 6. Add all items needing deferred submittal on the cover sheet ofthe plans. I.e., trusses, fire sprinklers/alarms, etc., as required. 7. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Section R106.2. 8. Provide a fully dimensioned site plan drawn to scale. Section R106.2. Please include the following: a) Existing and proposed buildings and structures. b) Property lines/easements. c) Streets/alleys. d) North arrow. • FIRE PROTECTION 9. Projections, including eaves, must be min. 24" from property lines. Table R302.1. CARLSBAD 14-0216 FEB. 03, 2014 10. Exterior walls and projections shall comply with the following table. Sec. R302.1: Use this table ifthe buildina DOES have an automatic fire sprinkler svstem. Exterior Wall Element Min. Fire Rating Min. Fire Separation Distance Walls (Fire-Resistance Rating) 1-hour, with exposure from both sides < 3 feet Walls (Not Fire Rated) 0 hours > 3 feet Projections (Fire-Resistance Rating) 1-hour on the underside > 2 feet to 3 feet Projections (Not Fire Rated) 0 hours 3 feet Wall Openings Not Allowed N/A < 3 feet Wall Openings Unlimited 0 hours 3 feet Penetrations All See Sec. R302.4 < 3 feet Penetrations All None required 3 feet GENERAL REQUIREMENTS 11. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) b) c) d) e) f) Glazing in glass doors. Glazing adjacent to a door where the nearest vertical edge ofthe glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. See Bath #2, Sht. 4-1. Glazing in the walls/doors facing or containing bathtubs & showers, where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measure horizontally, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. See the figure below. Bafritub, whirlpool tub or hot tub —J SG 60 in. t Floor Section view SG = Safety glazing required Measurements are to e)q30sed glazing Glazing in individual fixed or operable panels that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18" above the floor, and: iii) Exposed top edge is greater than 36" above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. Glazing where the bottom exposed edge is less than 36" above the plane of the adjacent walking surface of stairways & landings. Show tempered glazing in stairs Sheet 4-2. Glazing adjacent to the landing at the bottom of a stairway, where the glazing is less than 36" above the landing and within 60" horizontally ofthe bottom tread. CARLSBAD 14-0216 FEB. 03, 2014 . STAIRWAYS AND RAILINGS 12. Handrails (Section R311.7.7): a) The handgrip portion of all handrails shall be not less than l-Vi" nor more than 2" in cross- sectional dimension. See Section R311.7.8.3 for alternatives. Revise detail 6/D-3 accordinglv. • ROOFING 13. Specify on the plans the following information for the roof materials, per Section Rl 06.1.1: Ttiis is not noted on roof plans or Siieet D-1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 14. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to YA" maximum openings. Section R806.1. Piease add to ttie notes on roof plans. 15. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to eacti separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. . STRUCTURAL 16. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 17. 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. 18. Note on plans that surface water will drain away from building. The grade shall fall a minimum of 6" within the first 10'. Section R401.3. 19. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicuiarto TJI flanges. 20. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. CARLSBAD 14-0216 FEB. 03, 2014 21. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. 22. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". These forms area available at the building department. 23. Please revise the structural calculations, plans and specifications as per 2013 CBC, ASCE 7-10, including 110 mph wind loads, etc., accordingly. • ELECTRICAL 24. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. See Stieet 4-9. 25. Note on plans that receptacle outlet locations comply with CEC Article 210.52. 26. Include the following electrical notes on plans: i.e., add to Stieet GN-2. a) Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEG 210.8(A): Family, living, bedrooms, dining, halls, etc. • PLUMBING 27. An instantaneous water heater is shown on the plans, please include a gas pipe sizing design (isometric or pipe layout) for all gas loads: a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). 28. Provide a note on plans: The control valves in showers and bathtubs must be pressure balanced or thermostatic mixing valves. CPC, Sections 408, 409, 410. 29. Specify on the plans: New water closets shall use no more than 1.28 gallons of water per flush. Revise ttie 1.6 pal/flusti as noted on cover sfieet of plans under qeneral requirements ttie note, next to ttie iast. CPC, Sec. 403 & 408. 30. All new residential units shall include plumbing specifically designed to allow the later installation of a system which utilizes solar energy as the primary means of heating domestic potable water. No building permit shall be issued unless the plumbing required pursuant to this section is indicated in the buildinq plans. • RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings. CGC Section 303.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Revise the notes on Sheet GN-2 accordinglv. CARLSBAD 14-0216 FEB. 03, 2014 31. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC 4.106.2. 32. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC 4.106.3. Exception: Additions not altering the drainage path. 33. Indoor water use. Show compliance with the following table for new/replaced fixtures, per CGC 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals 0.5 gallon/flush Showerheads 2 gpm @ 80 psi Lavatory faucets 1.5 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle 1. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. 34. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 2.0 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC 4.303.1.3.2. 35. Note on the plans that landscape irrigation water use shall have weather or soil based controllers. CGC 4.304.1. 36. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 4.408.1. 37. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan to the jurisdiction agency that regulates waste management, per CGC 4.408.2. 38. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC 4.410.1. 39. Note on the plans that the gas fireplace(s) shall be a direct-vent sealed-combustion type. Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC 4.503.1. 40. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 4.504.1. 41. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC 4.504.2. CARLSBAD 14-0216 FEB. 03, 2014 42. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC 4.505.2.1. 43. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified in Section 4.505.3. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one ofthe methods listed in CGC 4.505.3. 44. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. 45. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge ofthe overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part ofthe construction. CGC 102.3. • MISCELLANEOUS 46. 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. 47. 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 • 48. 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 ALI SADRE, S.E. at EsGil Corporation. Thank you. CARLSBAD 14-0216 FEB. 03, 2014 [DO NOT PAY- THiS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLANCHECKNO.: 14-0216 PREPARED BY: ALI SADRE, S.E. DATE: FEB. 03, 2014 BUILDING ADDRESS: OAKAVENUE BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B/SPR. BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 3446 GARAGE 562 PATIO COVER 344 Air Conditioning Fire Sprinklers TOTAL VALUE 434,496 Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Reviews: 13 • Repetitive Fee Repeats Complete Review • Other Hourly EsGil Fee • Structural Only Hr. @ $2,008.82 $1,305.73 $1,124.94 Comments: Sheet 1 of 1 macvalue.doc + CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:03/18/14 PROJECT NAME: MCA PROJECT ID: CB 14-216 PLANCHECKNO: 2 SET#: 1 ADDRESS: 1811 OAK AVE PARCEL 4 APN: 205-080-02 VALUATION: $434,496 NEW SFD 3446 SF AND GARAGE, PORCH, AND LANAI lis plan check reyievrjs complete and has been APPROVED by the ENGINEERING Division. J A Final Inspection by the Division is required Yes / No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED VX' NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: MANDYOZEPHYRPARTNERS.COM You may also Iiave corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PRiVEllTliN 760-60^-4665 Chris.Sexton@carlsbadca.gov / Kathleen Lawrence ^ 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Gregorv.Rvan@carlsbadca.gov Gina.Ruiz@carlsbadca.fiov 7f;0-»:jO2 27 Linda.Ontiveros@carlsbadca.gov Cindy Wong / o0-b02-466l5 Cvnthia.Wong@carlsbadca.gov IJomi rue f-iQt'i Dominic.Fieri@carlsbadca.gov Remarks: Set« STOP! Please Read Any outstanding is.sue.s will he nwrked with X - Make the neces.sary corrections (or compliance with applicable codes and standards. Submit corrected plans and/or specificalions lo the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with / SUP SHEEI PLAh ASpkoMD PLANS EN APPROVED 'JG 481-3A WILLBE ON SIGNED AP/ROVED PLANS 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show; Nortii arrow Existing & proposed structures Existing street improvements Property lines (stiow all dimensions) X Easements Righit-of-way widthi & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. DWG481-3A Show on site plan: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finlsii grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water servlce(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number / Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include; total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.; PARCEL 4 Subdivision/Tract; MS 13-06 Reference No(s); E-36 Page 2 of 6 REV 6/01/12 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE MS 13-06 HDP 13-02, X Project does not comply with the following engineering conditions of approval for project no. MEET ALL CONDITiONS OF APPROVAL 3. DEDICATION REQUIREMENTS MS 13-06 NEEDS SIGKED APPROVEt) AND RECOROED X Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows; DWG 421-3 NEEDS SIGNED ANC/APPROVED 4. IMPROVEMENT REQUIREMENTS X All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows; Curb, gutter, sidewalk, underground utilities. Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 444-OQ-sn we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Processing fee $157.00. Future public improvements required as follows; CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES E-36 Page 3 of 6 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. EEDS G 481-3A X X Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE; The gradinq permit must be issued and rouqh qradinq approval obtained prior to issuance of a buildinq permit. Graded Pad Certification required. (Note; Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS NOTE ONIY: ROW P/RMIT REQlimED FORALL wop IN CITY RIGHT OF WAY X RIGHT-OF-WAY PERiVIIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to; street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for; Driveway E-36 Page 4 of 6 REV 6/01/12 Set# 1 STORM WATER FORMS WITH MS 13-06 7. STORM WATER Construction Compliance / Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. / Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf / Project needs to incorporate low Impact development strategies throughout in one or more of the following ways; Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock Infiltration swales Downspouts disconnect and discharge over landscape Other; E-36 Page 5 of 6 REV 6/01/12 Set# 1 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE; the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be FYI FYI 8. FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required / yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. Additional Comments 1. PRECISE GRADING PLANS WILL BE REQUIRED. Attachments: E-36 Engineering Application Storm Water Form Page 6 of 6 Rlgtit-of-Way Applicatlon/lnfo. Reference Documents • REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 03/18/14 Date: 03/18/14 GEO DATA: LFMZ: / B&T: Address: 1811 OAK AVE PARCEL 4 Bldg. Permit #: CB14-216 Fees Update by: KML Date: 03/18/14 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units 3446 SF EDU's 1 Types of Use: Sq.Ft./Units 451 SF GARAGE EDU's Types of Use: Sq.Ft./Units EDU's Types of Use: Sq.Ft./Units EDU's ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units 3446 SF ADTs 1 Types of Use: Sq.Ft./Units 451 SF GARAGE ADTs Types of Use: Sq.Ft./Units ADTs Types of Use: Sq,Ft./Units ADT's FEES REQUIRED: Within CFD: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: NWQUADRANT NE QUADRANT SE QUADARANT SW QUADRANT ADT'S/UNITS: 1 X FEE/ADT: 7649 =$ 7649 • 2.TRAFFIC IMPACT FEE: • ADTS/UNITS 1 X FEE/ADT: 2870 =$ 2870 • 3. BRIDGE & THOROUGHFARE FEE: DIST#1 DIST,#2 DIST.#3 ADT'S/UNITS: < FEE/ADT: =$ N/A • 4. FACILITIES MANAGEMENT FEE ZONE: 1 • ADTS/UNITS: X FEE/SQ.FT./UNIT: =$ N/A • 5. SEWER FEE • EDU's 1 X FEE/EDU: 842 =$ 842 • BENEFIT AREA: EDU's X FEE/EDU: =$ N/A • 6, DRAINAGE FEES PLDA: HIGH MED UM / LOW ACRES: X FEE/AC: =$ PAY ON FINAL MAP | | 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL 1 FS 3/4 PLAN CHECK PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE:02/05/14 PROJECT NAME: MCA PLANCHECKNO: 1 SET#: 1 ADDRESS: 1811 OAK AVE PARCEL 4 VALUATION: $434,496 NEW SFD 3446 SF AND GARAGE, PORCH, AND LANAI PROJECT ID: CB14 216 APN: 205-080-02 This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: A Final Inspection by the Division is required Yes / No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED 'X' NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: IVIANDY@ZEPHYRPARTNERS.COIVI You may also have corrections from one or more ofthe divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris.Sexton@carlsbadca.gov / Kathleen Lawrence ^ 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 76CM502-4663 Gregorv.Rvan@carlsbadca.gov Gina Fluil /60-b*„;' 2^46 / 'o Gina.Ruiz@carlsbadca.gov Unda Ontiveros ?60^-€J02-2 / fs Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov DiMTiifHC Fieri /6C}-60?-4664 Dominic.Fieri@carlsbadca.gov Remarks: Set# i STOPl Please Read Any outstanding is.sues will he marked with X • Make the neces.sary corrections for compliance with appUcahle codes and .standards. .Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with / SLIP SHEET IN PLANCK SIGNED APPROVED GRADING PLANS WHEN APPROVED DWG 481-3A 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show; North arrow Existing & proposed structures Existing street Improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets X Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. DWG 481-3A Show on site plan: WILL BE ON SIGNED APPROVED PLANS Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water servlce(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number / Legal description/lot number For commercial/industrial buildings and tenant improvement projects. Include; total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.; PARCEL 4 Subdivision/Tract; MS 13-06 Reference No(s); E-36 Page 2 of 5 REV 6/01/12 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE MS 13-06 HDP 13-02 X Project does not comply with the following engineering conditions of approval for project no. MEET ALL CONDITIONS OF APPROVAL 3. DEDICATION REQUIREMENTS MS 13-06 NEEDS SIGNED APPROVED AND RECORDED X Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows; DWG 481-3 NEEDS SIGNED AND APPROVED 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows; Curb, gutter, sidewalk, underground utilities. Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee r^f $ .444-oo-sn we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Processing fee $157.00. Future public improvements required as follows; CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES E-36 Page 3 of 6 Set# 1 5- GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. GR 14-07 GRADING PERMIT NEEDS ISSUED X PAD CERTS DWG 481-3A X Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE; The qradinq permit must be issued and rouqh qradinq approval obtained prior to issuance of a buildinq permit. Graded Pad Certification required. (Note; Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS NOTE ONLY: ROW PERMIT REQUIRED FORALL WORK IN CITY RIGHTOF WAY X RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to; street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for; Driveway E-36 Page 4 of 6 REV 6/01/12 Set# 1 STORM WATER FORMS WITH MS 13-06 7. STORM WATER Construction Compliance / Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. / Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached fonn and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf / Project needs to incorporate low impact development strategies throughout in one or more of the following ways; Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other; E-36 Page 5 of 6 REV 6/01/12 Set# 1 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? FYI FYI Where a residential unit is required to have an automatic flre extinguishing system, the minimum meter size shall be a 1" meter. NOTE; the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 8. FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required / yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. Additional Comments 1. PRECISE GRADING PLANS WILL BE REQUIRED. Attachments: E-36 Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Appl Ication/ Info. Reference Documents • REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 02/05/14 Address: 1811 OAK AVE PARCEL 4 Fees Update by: KML Date: 02/05/14 Date: 02/05/14 Fees Update by: GEO DATA: LFMZ: / B&T: Bldg. Permit #: CB14-216 Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Types of Use: Types of Use: Types of Use: Sq.Ft./Units 3446 SF Sq.Ft./Units 451 SF GARAGE Sq.Ft./Units Sq.Ft./Units ADT CALCULATIONS: List types and square footages for all uses. EDU's EDU's EDU's EDU's Sq.FL/Units 3446 SF Sq.Ft./Units 451 SF GARAGE Sq.Ft./Units Sq.Ft./Units Types of Use: SFD Types of Use: Types of Use: Types of Use: FEES REQUIRED: Within CFD: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ADTs: ADTs ADTs NO 1. PARK-IN-LIEU FEE: NW QUADRANT ADTS/UNITS: 1 | X 2. TRAFFIC IMPACT FEE: ADT'S/UNITS 1 X 3. BRIDGE & THOROUGHFARE FEE:' NE QUADRANT FEE/ADT: 7649 FEE/ADT: 2870 DIST. #1 FEE/ADT: ZONE: 1 FEE/SQ.FT./UNIT: ADT'S/UNITS: 4. FACILITIES MANAGEMENT FEE ADTS/UNITS: ' X 5. SEWER FEE EDU's 1 BENEFIT AREA: EDU's I > 6. DRAINAGE FEES: PLDA: ACRES: I > 7. POTABLE WATER FEES: CODE CONN. FEE SE QUADARANT I =$ 7649 =$ 2870 DIST.#2 =$ N/A SW QUADRANT BT DIST.#3 X FEE/EDU: 842 X FEE/EDU: HIGH FEE/AC: =$ N/A =$ 842 MED =$ N/A UM / LOW =$ PAY ON FINAL MAP UNITS 1 FS 3/4 METER FEE SDCWA FEE TOTAL CITYOFCARLSBAD GRADING INSPECTION CHECKUST FOR PARtlAL SITE RELEASE '^''•'-i'AflO\ nrn, ^ PROJECT INSPECTOR:. PROJECT ID M'^ LOTS REQUESTED FOR RELEASE: N/A-NOT APPLICABLE A/= COMPLETE -T— DArE:_i.2^dl_ GRADING PERIVIIT NO (^'0"7 0 = lncc 1st impteteo ^nd. ^/ \y ^A y 1. Site access to requested lots adequate and logically grouped 2. Site erosion control measures adequate. 3. OveraH site adequate for heaHh, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial reiease of specific lots, pads or bidg. 5. 8!4" X11" site plan (attachment) showing requested iots submitted. 6. Compaction report from soils engineer submitted. (If sdls report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific iots for release shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graKied to within a tenth (. 1) of the approved grading plan. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist 9. Fully functional fire hydrants within 500 feet of building combustibles and an ali weather roads access to site is requinsd. Partial release of grading for the above stated lots is approved for the purpose of building U_j\ pennit issuance. Issuance of building pennits is still subject to all normal City requirements required pursuant to the bullding permtt process. I I Partiai release of the site Is denied for the following reasons: Inspector .^^Cop^i^^Saiager KUMAim raiRIVISWMainf«»lbrM>wcDacl PLANNING DIVISION Development Services Planning Division BUILDING PLAN CHECK Development Services Planning Division ^ CITY OF REVIEW CHECKLIST 1635 FaradayAvenue CARLSBAD P-28 (760) 602-4610 www.carl.sbadca.eov DATE: 8/25/14 PROJECT NAME: 1811 Oak Ave PROJECT ID: MS 13-06 PLAN CHECK NO: CB 14-0216 SET#: ADDRESS: 1811 Oak Ave APN: 205-080-02-00 ^ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Planning Division is required ^ Yes • No Vou may also have corrections from one or more of the divisions Usted below. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted plans should include corrections from all divisions. Q This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Mandy Miller For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.^ov Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.fiov Greg Ryan 760-602-4663 Grefiorv.Rvan@carlsbadca.gov 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.eov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov X Chris Garcia 760-602-4622 Chris.Garcia@carlsbadca.stov 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: 3/24/14 PROJECT NAME: 1811 Oak Ave PROJECT ID: MS 13-06 PLAN CHECK NO: CB 14-0216 SET#: ADDRESS: Parcel 4 APN: 205-080-02-00 • This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Planning Division is required ^ Yes • No you may also have corrections from one or more of the divisions Usted below. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted plans should include corrections from all divisions. ^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Mandy Miller For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760^02-2750 FIRE PREVENTION 760^02-4665 1 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 1 Greg Ryan 760-602-4663 G refiorv. Rva n@ca rlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Q Cindy Wong 760-602-4662 Cvnthia.Wonfi@carlsbadca.fiov X Chris Garcia 760-602-4622 Chris.Garcla@carlsbadca.gov • 1 Dominic Fieri 760-602-4664 Domlnic.Fieri@carlsbadca.gov Remarks: Please fill out and return Form P-20. Need Final Map. Plans, OK. Plan Check No. CB14-0216 Address Parcel 4 Date 3/24/14 Review # 2 Planner Chris Garcia Phone (760) 602- 4622 APN: 205-080-02-00 Type of Project & Use: Single Familv Dwellinq Net Project Densitv:4.12 DU/AC Zoning: RJ. General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) REVIEW #: 12 3 Legend: ^ Item Complete • Item Incomplete - Needs your action ^ IEI • Environmental Review Required: YES El NO • TYPE Exempt DATE OF COMPLETION: 1/6/14 Compiiance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • • Discretionary Action Required: YES El NO • TYPE MS 13-06 approved. Final map pending and needs to be recorded prior to buildinq permit issuance. APPROVAL/RESO. NO. Admin approval letters DATE 1/23/14 PROJECT NO. MS 13-06/HDP 13-02 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ^ K • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO M CA Coastal Commission Authority? YES • NO El If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): El El • Habitat Management Plan Data Entry Completed? YES |E NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (Fees on GR 14-07) (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) El El • Inclusionary Housing Fee required: YES El NO • (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES ^ NO • (A/P/Ds, Activit/ Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • • Housing Tracking Form (form P-20) completed: YES • NO IE N/AQ p-28 Page 2 of 3 07/11 Site Plan: • K • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines El 13 • 1. Applicability: YES K NO • • 3 • 2. Project complies: YES IE NOQ • El • • 3 • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20 Shown 23.7 Required 6J Shown 7.6 Required n/a Shown n/a Required 1Z6 Shown 34.4 Required n/a Shown n/a 2. Accessory structure setbacks: Front: Required Interior Side: Required. Street Side: Required. Rear: Required Structure separation: Required Shown Shown Shown Shown Shown • s • IE El • • • • 3. Lot Coverage: 4. Height: 5. Parking: Required <40% Shown 37.6% Required <30; Shown <30' Spaces Required 2 car qarage Shown 2 car garage (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required 0 Shown 0 Additional Comments Please fill out and return Form P-20. Need Final Map to be recorded prior to building permit issuance. Plans, OK and do not need to be re-routed to Planning. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE p-28 Page 3 of 3 07/11 RECEIVED MAR 1 4 2014 CITY OF CARLSBAD BUlLDiNG DIVISION ESI/FME INC. STRUCTURAL ENGINEERS IA f E S I PROJECT: Structural calculations on "Oak Avenue 4" Project In Carlsbad, Ca for Zephyr Partners. PARCEL 4 OAK AVENUE 4 (PER 2013 CBC) Date: 03-12-14 Revisions:^ Client: ZEPHYR PARTNERS Client Job No. Job No. D064 5 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tei: (714) 835-2800 / Fax: (714) 835-2819 1^ # E S I Page: ESI/FME Inc. STRUCTURAL ENGINEERS Date: 12/11/2013 Job *: D064 Client: ZEPHYR PARTNERS Project Name: "OAK AVENUE 4"/ CARLSBAD, CA Plan #: 1,2,3,4 LOAD CONDITIONS : ROOF: Wd.Shake FT Slope Live Load Roorg Mt'l Built-Up Sheathing Roof Rafters Celling Joist Drywall Miscellaneous Total D.L. Total Load <6;12 1 m Rock 20.0 psf 4.0 1.6 1.5 1.6 2.6 3.0 <5:12 20.0 psf 6.0. 1.5 1.5 1.5 2.5 3.0 Tile <5:12 20.0 12.0 1.5 1.5 1.5 2.5 3.0 psf 14.0 34.0 psf psf 16.0 36.0 psf psf 22.0 42.0 psf psf FLOOR Live Load D.L. of F.F. Miscellaneous Sheathing Floor Joists Drywall Total D.L. Total Load LOAD CONDITIONS: w/o Conc. w/1-1/2" Ltwt Conc. 40.0 psf 40.0 psf 5.0 . 1.5 3.0 3.0 2.5 15.0 55.0 psf psf 16.0 2.0 2.5 3.0 2.5 25.0 65.0 psf psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scaie and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown othenwise. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. All changes made to the subject project shall be submitted to ESI/FME. Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. Copyright©-1994 by ESI/FME, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of E S I / F M E, Inc. PROJECT DESGRIPTION: Job Name OAK AVENUE 4 City CARLSBAD, CA Clienf ZEPHYR PARTNERS PROJECT ENGINEER: SCOTT W ROSS CALCS BY: JC DATE; ASSOC. CHECK: DATE BACK CHECK: DATE ROOF TRUSS Rev.: DATE FLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PUN CHECK: DATE: 12-11-13 REVISIONS: >SHTS:5.fyf^/^i^ •gg/g C&C- UHJ^fjl^ lnlt:<3-M-^ ' SHTS: DATE; Inlt.: >SHTS: DATE: Inlt.: SHTS: DATE; Inlt.: SHTS: DATE: Inlt.: SHTS: DATE; IniL: SHTS: DATE: InIL; E SI / F Af! E, Inc. - Structural Engineers (This signature is to be a wet signature, not a copy) APPROVED BY: DATE: 1 ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date:J.-/2'/^ Job#: Project Name: Client: Plan #: DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION ICODE: 2013 CALIFORNIA BUILDING CODE REV. HAwaois In all cases calculations will supersede this design criteria sheet. IT 1 IW B E R [Douglas Fir-Larch -19% max. moisture content 4x6,8 #2»1: Fb = 1170/1300 psi;fv=180psi;E=1.6/1.7 2x4 #2 • Fb = 1315/1552 psi;iv=1B0psl;E=1.6 4x10 #2»1: Fb = 1080/1200 psl;fv=180psl;E=1.6/1.7 2x6 #2 Fb = 1170/1345 psi; fv=180 psl; E=1.6 4x12 #2/#1: Fb = 990/1100 psl;fv=180psl;E=1.6/1.7 2x8 #2 Fb = 1080/1242 psi;fv=180psl;E=1.6 4x14 #2/#1: Fb = 900/1000 psi;fv=180psi;E=1.6/1.7 2x10 #2 Fb = 990/1138 psi;<v=180psl;E=1.6 4x16 *mv. Fb = 900/1000 psi;fv=180 psi;E=1.6/1.7 2x12 #2 Fb = 900/1150 psl;fv=180psi;E=1.6 6x10 #1/SS: Fb = 1350/1600 psl; fv=170 psl; E=1.6 2x14 #2. Fb = 810/931 psl;fv=180psl; E=1.6 6x12 #1/SS; Fb = 1350/1600 psl;fv=170psl;E=1.6 It Is recommended that lumber be free of heart center. PARALUM PSL 2.0E •Glued Laminated Beams: Douglas Fir-Larch [Ind. App. Grade: Fb=2400 psl;Fv=240 psi;E=1.8E6 psi fb=2900.psl; fv=290.psi; E=2.0 MICROLLAM LVL: Fb=2600psi;Fv=285psl;E=1.9 CONCRETE 11. Drypack shall be composed of one part Portland Cennent to not more than three parts sand. 12. All structural concrete f c = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads f c = 2500 psi w/o inspecfion. All concrete shall reach minimum compressive strength at 28 days. IREINFORCING STEEL |1. All reinforcing shall be A.S.T.M. A-615-40 for #4 bars and smaller, A-615-60 for #5 bars and larger Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. |2. Development length of Tension Bars shall be calculated per ACI318-08 Section 12.2.2.. Class B Splice = 1.3 x Splice Lengths for 2600 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have lappings of 48 dia. or 2-0". This is In all cases U.N.O. |3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. •4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover for cast-in-place concrete shall be as follows, U.N.O.: A. Concrete cast against & permanently exposed to earth 3" B. Concrete exposed to earth or weather <=#5Bars 11/2" )!i6=>#18Bars 2 C. Concrete not exposed to weather or in contact with ground Slabs, walls, joists. < == #11 Bars 3/4" Beams & Columns: Primary reinforcement, ties, stirups, spirals 11/2" ISTRUCTURAL STEEL |l. Fabrication and erection of structural steel shall be in accordance with "Spedfications forthe Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Ftectangular steel tubes ASTM ASOO, Grade B. |2. All welding shall be perfomied by certified welders, using the Electric Shielded Arc Process at licensed shops or OthenMse approved by the Bldg. DepL Continuous inspection required for all field welding. |3. All steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. |4. Where finish is attached to structural steel, provide 1/2"0 bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). IMASONRY |1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A nonnal weight units with max. linear shrinkage of 0.06% |2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. |3. All cells with steei are to toe solid grouted (except retaining walls where all cells are to be solid grouted). VER 2014.0 I Project Name: ESI/FME Inc. STRUCTURAL ENGINEERS Client: Plan #: Page: Date: J^/^-Zf Job#: VERTICAL: LATERAL SHEAR NOTES (rev. 12/16/13) (CBC 2013, SDPWS-2008 : SEISMIC DESIGN CATEGORY D&E) {TABLE 4.3A, AFPA SDPWS-2008) FRAMING MEMBERS DOUG FIR-LARCH @ 16" o.c. A - 3/8" Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ fleld. A - 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. - 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. A - 3/8" Wood Stmctural Panel w. 8d common nails @ 2" o.c @ edges & 12"O.G. @ field. A - 1/2" (or 15/32") Wood Structural Panel with IOd common nails @ 2" o.c at edges and 12" o.c. at field A - 1/2" (or 15/32") Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field 260 plf 350 plf 490 plf 640 plf 770 plf 870 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories These values are for Doug-Fir Larch or Southem Pine, other lumber species may differ in shear capacities. b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c, panel joints shall be offeet to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than SSOplf, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels. d. Where anchor bolts are provided at shear walls a 3"x3"x0.22g" steel piate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side ofthe plate. (SDPWS sect 4.3.6.4.3) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior. ROOF: JOIST SPACING < 24" o.c: 15/32" Wood Struct Panel Pll 24/0, with 8d's @ 6" o.c. af edges & boundaries. 12" o.o. field. FLOOR : Joist Spacing < 16" o.c: 19/32" Wood Struct. Panel T&G', PI 32/16, w/IOd's @ 6" o.c at edges & bound., 10" o.c field. Joist Spacing < 20" o.c: 19/32" Wood Stmct. Panel T&G*. PI 40/20, w/IOd's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 24" o.c: 23/32" Wood Panel T&G* shtg, PI 48/24, w/IOd's @ 6" cc at edges & boundaries, 10" o.c field. *Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfioor. VERSION; 2014.1 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Date SAZ-f^ JN- 0064 OAK AVE 4/CARLSBAD 2013 CBC CODE UPDATE NOTE: BEAM DESIGN: BEAM DESIGN BASED ON 2005 NDS (2010 CBC) AND 2012 NDS (2013 CBC) YIELD THE SAME RESULTS FOR THIS PROJECT. WIND DESIGN: THE WIND DESIGN LOADS BASED ON ASCE 7-10 (2013 CBC) YIELD VIRTUALLY THE SAME RESULTS AS THE WIND DESIGN BASED ON ASCE 7-05 (2010 CBC) FOR THIS PROJECT THEREFORE, THE LATERAL ANALYSIS IN THESE CALCS (BASED ON 2010 CBC) WILL REMAIN UNCHANGED. SEISMIC DESIGN: THE SEISMIC DESIGN PARAMETERS BASED ON ASCE 7-10 (2013 CBC) YIELD SLIGHTLY LOWER SEISMIC LOADS THAN THE DESIGN BASED ON ASCE 7-05 (2010 CBC) FOR THIS PROJECT. THEREFORE, THE LATERAL ANALYSIS IN THESE CALCS WILL REMAIN UNCHANGED. PLEASE REFER TO THE FOLLOWING SHEET FOR USGS SUMMARY BASED ON 2013 CBC. ^USGS Design Maps Suminary Report User-Specified Input — Building Code Reference Document^ASCE 7-10 Standard J (which utilizes USGS hazard data available In 2008) Site Coordinates 33.1668°N, 117.3328<'W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 9Mi|iaUcst .USGS-Provided Output^ )<9 <^S>0 Ss= 1.123 g<l-'2.5''fsH.= 1.180 g Sl = 0.432 g S„. = 0.677 g For Information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" bulldlng code reference document. SDS = 0.787 g Spi = 0.451 g MCER Response Spectrum O.EST Design Response Spectrum n (fl 0.00 aoD o.oo 8.20 0.40 0.eO 0.B0 l.OD 1.20 1.40 1.60 l.BO 2.00 Period, T (sec) 0.00 0.20 0.40 0.eO 0.BO 1.00 1.20 1.40 I.GO l.BO ZOO Period, T (sec) For PGA^v TL, C«, and G, values, please view the detailed report. Although this Information Is a product ofthe U.S. Geological Survey, we provide no wan-anty, expressed or Implied, as to the accuracy ofthe data contained therein. This tool is not a substitute for technical subject-matter knowledge. httD://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&l^ 3/3/2014 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: Q Date: 11/4/2013 Job#: Client: ZEPHYR Project Name: OAK AVE. 4 PIan#: 4 D064 NOS 2005 8< SDPWS-08 (ASD) ^T^BEAM AT LEFT OF COVERED PATIO Member Span = 16.0 ft Pl= 0 Ibs from @LI= O.O ft DL= o P2= lbs from @L2= 0.0 ft DL= 0 Ibs Ibs f Ll ^ ^ ) 1 ^2 w s / ^ ) 1 ^2 w . • ^' • • - " •'1 4- i > ^ TOTAL PSF TRIBLrrARY (ft) PLF ROOF = ( 42 )x( 0.0 -I- 0.0 )= 0 WALL = ( 14 )x( 0.0 -I- 0.0 )= 0 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 DECK = ( 54 )X( 5.0 -I- 0.0 )= 270 SELF WEIGHT = 19.5 TOTAL LOAD s 289.5 PLF 22 psf = 14 psf = 14 psf = 14 psf = 19.5 psf = Dead Load => => => => => 0 0 0 70 19,5 TOTAL D.L. = 89.5 plf plf plf plf plf PLF ALTERNATE BEAM DESIGN: n= o.iui PsiyviyexSAWN size Factor, Q = 1.00 [Ifd>12, Q=(12/d)f"] n= 0.136 LVL d= Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= Fb= 2900 xCfxCr= Mmax = 9264.75 ft-lb= 2900 psl Fv= 111.18 In-K 290 psl E= 2.00 Vmax= Rmax-(w*d)= 11.900 5.25 XlO* psl 2029 Ibs In. In. Ri= 2316 lbs R,= 2316 Ibs Cd= RiD.L.= 716 RiL.L.= 1600 Srequlred— ^required" Allowable Def.= lbs R2D.L.= 716 Ibs lbs R2L.u= 1600 Ibs Mmax/(Fb*Cd)= 38.34 in' 1.5*Vmax/(Fv*Cd)= 10.5 ll 240 = 0.80 In. 2-Occupance Sprovlded" Aprovided^ Actual Der.= 1 123.9 62.5 0.29 In' In^ In. O.K. O.K. O.K. Dead Load Def.= 0.09 In. GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 663 VEHL'OII.I ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 11/4/2013 3ob#: 0064 Client: ZEPHYR project Name: OAK AVE. 4 Plan#: 4 NDS 2006 & SDPWS-08 (ASD) {T^HDR AT GREAT RM Member Span = 16.0 Pl= 0 lbs from @L1= 0.0 fl DL= 0 P2= 0 lbs from @L2= 0.0 ft TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 13.0 -I-0.0 )= 546 WALL = ( 10 )x( 9.0 + 0.0 )= 90 FLOOR = = ( 54 H 10.0 + 0.0 )= 540 DECK = ( 54 M 5.0 + 0.0 )= 270 SELF WEIGHT = 25.3 Ibs lbs f Ll V ^ ) ^2 w ^ ) ^2 w f 1 TOTAL LOAD = 1472.3 PLF Dead Load 22 psf==> 286 14 psf==> 126 14 psf==> 140 14 psf==> 70 26.3 psf==> 26.3 TOTAL D.L. s 648.3 plf plf plf plf plf PLF ALTERNATE BEAM = DESIGN: n= O.llU PSiyVL/6xSAWN size Factor, Q = 0.97 [Ifd>12, Q= (12/d)'"'] •*— n= 0.136 LVL d= 16.000 in. Repetitive Member, Cr=> No =>Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 xCfxCr= Mmax = 47112 ft-lb= 2809 psl Fv= 290 565.34 in-K Vmax= psl E= 2.00 Rmax-(w*d)= xlO* psl 9815 Ibs Ri= 11778 Ibs R2= 11778 Ibs R» D.L.= 5186 Rii.L.= 6592 Srequlred" Arequlred" Allowable Def.= lbs R2D.L.= 5186 Ibs lbs R2i..i.= 6592 Ibs Mmax/(Fb*Cd)= 201.27 m' 1.5*Vmax/(Fv*Cd)= 50.8 in' L/ 240 = 0.80 In. Cd= 2-Occupance SprovIded= 224.0 Aprovided = 84.0 Actual Def.= 0.61 In' In' In. O.K. O.K. O.K. Dead Load Def.= 0.27 in. GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 317 VER. 2011.1 ESI/FME Inc. STRUCTURAL ENGINEERS Page: 7 Date: 11/4/2013 Job #: D064 Client: ZEPHYR Project Name: OAK AVE. 4 Plan#: 4 NDS 2006 & SDPWS-08 (ASD) ^T^HDR AT MASTER ENTRANCE Member Span = 3.0 ft Pl= 8400 Ibs from G. TRUSS @LI= I.S ft DL= 44oo Ibs i t Ll V \ w \ / \ w mAA^ ¥My;i P2= Ibs from @L2= 0.0 ft DL= 0 Ibs ilRl R2A TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 0.0 + 0.0 )= 0 22 psf==> 0 plf WALL = ( 10 )x( 0.0 0.0 )= 0 14 psf==> 0 plf FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 14 psf ==> 0 plf DECK = ( 54 )x( 0.0 -f-0.0 )= 0 14 psf==> 0 plf SELF WEIGHT = 8.8 8.75 psf==> 8.8 plf TOTAL LOAD = 8.8 PLF TOTAL D.L. = 8.8 PLF ALTERNATE BEAM = DESIGN: n= O.Ull PSiyVL/6xSAWN Size Factor, Q = 1.00 [Ifd>12, C,= (12/d)'"'] •*— n= 0.136 LVL d= 11.250 In, Repetitive Member, Cr=> No =>Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 990 xCfxCr= 990 psi Fv= 180 psl E= 1.60 xio' psl Mmax= 6309.84375 ft-lb= 75.72 In-K Vmax= Rmax-(M/*d)= 4205 lbs Ri=: 4213 Ibs R2= 4213 Ibs cd= 4-Roof 1.25 R 1D.L.= 2213 Ibs R2D.L= 2213 Ibs RiL.L,= 2000 Ibs R2L.L.= 2000 Ibs Srequlred" Mmax/{Fb*Cd)= 61.19 In' Sprovlded" 73.8 In' O.K. ^required" 1.5*Vmax/(Fv*Cd)= 28.0 In' Aprovided" 39.4 In' O.K. Allowable Def.= ly 240 = 0.15 In. Actual Def.= 0.02 In. O.K. Dead Load Def.= 0.01 in, GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 2340 VER: 201 l.l E S I ESI/FME Inc. STRUCTURAL ENGINEERS Pago: 6 Date: 11/4/2013 Job#: Client: ZEPHYR Project Name: OAK AVE. 4 Plan#: 4 D064 NDS 2006 & SDPWS-08 (ASD) ^T^BEAM AT PORCH Member Span = 17.5 ft Pl= 0 lbs from P2= Ibs from @L1= 0.0 ft DL= 0 lbs ®L2= 0.0 ft DL= 0 Ibs I ' Ll \ . ^ \ ^2 w K I . ^ \ ^2 w WA R2A TOTAL PSF ROOF = ( 42 WALL = ( 10 FLOOR = ( 54 DECK = ( 54 TRIBUTARY (ft) )x( 3.5 ^• 2.0 )= )X( 0.0 -f^ 0.0 )= )X( 0.0 + 0.0 )= )X( 0.0 ^ 0.0 )= SELF WEIGHT = TOTAL LOAD = PLF 231 0 0 0 14.1 Dead Load 245.1 PLF 22 psf==> 121 plf 14 psf==> 0 plf 14 psf==> 0 plf 14 psf==> 0 plf 14.1 psf==> 14.1 plf TOTAL D.L. = 135.1 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSyVL/6xSAWN size Factor, Q = 1.00 [Ifd>12,Q= (12/d)'"'] <— n= 0.136 LVL d= Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 11.500 5.5 in. in. Fb= 1350 xCfxCr= Mmax= 9381.03299 ft-lb= 1350 psl Fv= 170 112.57 In-K Vmax= Ri= 2144 Ibs R2= 2144 lbs Cd= psl E= 1.60 xio'psi Rmax-(w*d)= 1909 Ibs 4-Roof = 1.25 RiD.L.= 1182 Rl L.L." 963 Srequlred" Arequlred" Allowable Def.= lbs R2D.t.= 1182 Ibs lbs R2L.L.= 963 lbs Mmax/(Fb*Cd)= 66.71 |n- 1.5*Vmax/(Fv*Cd)= 13.5 in' L/ 240 = 0.88 In 1^ Spro,ided= 121.2 In' •' Aprovlded= 63.3 In' Actual Def.s 0.46 In. Dead Load Def.= 0.26 In. GLB Camber = D.L Def.x 1.5 = N.A. In. Actual Def. = L/ 453 .K. •K. .K. VER,:oii 1 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: ^ Date: 11/4/2013 Job #: Client: ZEPHYR Project Name: OAK AVE. 4 Plan#: 4 D064 NDS 2005 & SDPWS-08 (ASD) ^T^BEAM OVER TANDEM Member Span = 12.5 ft Pl= 0 lbs from P2= Ibs from @L1= 0.0 ft DL= 0 Ibs 0.0 ft DL= 0 Ibs F Ll ^ / ^2 w / ^2 w r '-1 R2i TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 9.0 -(-0.0 )= 378 WALL = ( 10 )x( 0.0 + 0.0 )= 0 FLOOR = = ( 54 )x( 0.0 -1-0.0 )= 0 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 14.1 Dead Load TOTAL LOAD = 392.1 PLF 22 psf==> 198 plf 14 psf ==> 0 plf 14 psf==> 0 plf 14 psf==> 0 plf 14.1 psf==> 14.1 plf TOTAL D.L. = 212.1 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/ViyexSAWN Size Factor, Q = 1.00 [Ifd>12,C,= (12/dy"'] <— n= 0.136 LVL d= 11.500 In. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.5 In. Fb= 1350 xCfxCr= Mmax= 7657.33507 ft-lb= 1350 psl Fv= 91.89 In-K Ri= 2450 Ibs R2= 2450 lbs 170 Vmax= Cd= 4-Roof psl E= 1.60 Rmax-(w*d)= 1.25 xlO" psi 2075 lbs RiD.L.= 1325 RiL.L.= 1125 Srequlred" Arequlred— Allowable Def.= lbs R2D.L.= 1325 Ibs lbs R2La..= 1125 Ibs Mmax/(Fb*Cd)= 54.45 m' 1.5*Vmax/(Fv*Cd)= 14.6 m' L/ 240 = 0.63 In. 'provided" •^provided" Dead Load Def.= 0.10 In. GLB Camber = D.L. Def.x 1.5 Actual Def.= = N.A. in. 121.2 63.3 0.19 In^ In' In. O.K. O.K. O.K. Actual Def.= L/ 777 VER.2011.1 ^ 1^ E S I Page: 10 ESI/FME Inc. STRUCTURAL ENGINEERS Date: 11/4/2013 Job#: D064 Client: ZEPHYR Project Name: OAK AVE. 4 Plan#: 4 NDS 2005 8. SDPWS-Oe (ASD) GARAGE DOOR HDR Member Span = 16.5 ft Pl= 0 Ibs from P2= Ibs from @Li= 0.0 ft DL= 0 Ibs @L2= 0.0 ft DL= 0 Ibs i Ll V I : \ ^^2 w i } I : \ ^^2 w AAii > r ' > 1 TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 4.0 + 2.0 )= 252 WALL = ( 10 )x( 0.0 + 0.0 )= 0 FLOOR = = ( 54 )x( 0.0 + 0.0 )= 0 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 16.5 Dead Load TOTAL LOAD = 268.5 PLF iaEMfegi^fe6jmm^i\^- ^€^~^4MC¥lC^l. A^mm»\) 22 psf==> 132 plf 14 psf ==> 0 plf 14 psf==> 0 plf 14 psf==> 0 plf 16.5 psf==> 16.5 plf TOTAL D.L. = 148.5 PLF ALTERNATE BEAM = DESIGN: Size Factor, Q -0,98 [Ifd>12, Q= (12/d)'"'] •*- Fv= Repetitive Member, Cr=> No => Cr= 1 Fb= 1350 xCfxCr= 1327 psl Mmax= 9137.39063 ft-lb= 109.65 In-K Ri= 2215 Ibs R2= 2215 Ibs R iD.L.= 1225 Ibs R2D.L.= 1225 Ibs Rii,i.= 990 Ibs R2I..L = 990 Ibs n= O.Ull PSL/VL/6XSAWN n= 0.136 LVL d= 13.500 In. n= 0.092 LSL b= 5.5 In. XlO* psi 'required" ''required" Allowable Def.= Mmax/(Fb*Cd)= 1.5*Vmax/(Fv*Cd)= ly 240 = 66.10 In' 13.5 In' 0.83 In. 170 psi E= 1.60 Vmax= Rmax-(w*d)= 1913 lbs Cd= 4-Roof = 1.25 Sprovlded= 167.1 In' O.K. Aprovided^ 74.3 In' O.K. Actual Def.= 0.25 In. O.K. Dead Load Def.= 0.14 In. GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 798 VER. 21111.1 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: Date: 11/4/2013 Job #: Client: ZEPHYR Plan#: 4 D064. NDS 2005 & SDPWS-08 (ASD) ^T^HDR BETWEEN GREAT RM & NOOK Member Span = 17.0 ft Pl= 0 Ibs from @LI= 0.0 ft DL= o P2= Ibs from @L2= 0.0 ft DL= 0 Ibs Ibs i Ll . J. \ w \ } J. \ w f 3^ ARI R2A TOTAL PSF ROOF = ( 42 WALL = ( 14 FLOOR = ( 54 DECK = ( 54 TRIBUTARY (ft) )x( 11.0 + 2.0 )= )x( 9.0 + 0.0 )= )x( 0.7 0.0 )= )x( 0.0 + 0.0 )= SELF WEIGHT = PLF 546 126 37.8 0 23.0 Dead Load TOTAL LOAD = 732.8 PLF 22 psf==> 286 plf 14 psf==> 126 plf 14 psf==> 9.8 plf 14 psf==> 0 plf 23 psf==> 23.0 plf TOTAL D.L. = 444.8 PLF ALTERNATE BEAM = DESIGN: n= O.llU psiyviyexSAWN size Factor, Q = 0.98 [Ifd>12, Q= (12/d)'"'] ^ n= 0.136 LVL d= 14.000 In. Repetitive Member, Cr=> No =>Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 xCfxCr= Mmax= 26471.2711 ft-lb= 2851 psl Fv= 290 317.66 In-K Vmax= psi E= Rmax-(w*d) 2.00 xlO' psl 5374 Ibs Ri= 6229 Ibs R,= 6229 Ibs RiB,L,= 3781 Ibs R2D.L.= 3781 Ibs Rii.L,= 2448 Ibs R2L,L.= 2448 Ibs Srequi«d= Mmax/(Fb*Cd)= 111.43 m' Anequi.«d= 1.5*Vmax/(Fv*Cd)= 27.8 m' Allowable Def. = L/ 240 = 0.85 In, Cd= 2-Occupance 'provided" "provided" Actual Def.=: 1 171.5 73.5 0.57 In' in' In, O.K. O.K. O.K. Dead Load Def.= 0.35 in. GLB Camber = D.L, Def.x 1.5 = N.A. In, Actual Def. = L/ 356 VER. 2011.1 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: Date: Job #: Client: ZEPHYR Plan#: 4 IT 11/04/13 D064 mm mmmmm LOCATION: GREAT ROOM/BONUS TRANSVERSE ( ) 2nd STORY Roof D.L. = ( 22 )psfx( 22 )ft 484 plf Floor D.L. = ( 15 )psfx( 0 )ft 0 plf Wall D.L. = ( 8 )psfi(( 20 )ft 160 plf TOTAL = 644 plf 1st STORY Roof D.L, = ( 22 )psfi<( 0 )ft OpIf Floor D.L. = ( 15 )psfx( 20 )ft 300 plf Wall D.L. = ( 15 )psfx( 20 )ft 300 plf TOTAL = 600 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN ! LONGITUDE: ZIP CODE: UTITUDE: 33.166850 (Per ASCE-7.05 Section 12.14.8.1 Ss^sl.S) Actual Ss = 1.254 Design Ss = 1.254 SDs = 2/3 x Fa x Ss Sl a 0.473 SDs = 0.836 (ASCE 7-05 Sec. 12.14.8.1) 117.332760 Fa= ROCK Site Soil Class - D Seismic Des^n Category = D (In Ilmplifled method Soil Class cant lie'E") R= 6.5 p = 1 (SIMPLIFIED DESIGN] F X SDs x p x W ^" RxT4 = > F = 2ST0RY=1.1 -4—I Rock, Fa=1.0 I ^Soll, Fa=1.4 "F=1.0 1 STORY F=l.l 2SrORY F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN : (0= 1.3 (CBC-16D5.3) Wind Velocity = ss mph Exposure= B (ASCE 7-05 Sec. 6.4.2.1) Mean Roof Height= 24.00 ft < 60 ft RoofSlope= 3.5:12= 16.3 degrees PS= CO X ^ X Kzt X Ps30 X I I = 1.0 X = 1.00 (From ASCE 7-05 Figure ZONES Horizontal Pressures Vertical Pressures Overhangs 'lii A B C D E F G H EOH GOH % •1- Ps30(P»0 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 -19.3 -15.1 *' P.dwO 20.7 •5.5 13.8 -3.0 -'17.9 -•12.6 •i2.B -9.5 -25.'! •ike *' LEVEL W (plf) Fx (plf) Story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING 1 FORCE(plf) 1 ROOF 644 65 ... ( 13.0 -4.5 )xPst 117 1 600 61 125.7 ( 24.0 -5 )xPs: 262 BASE 1244 145.y First Floor wind -145 lA m VER.SI<)N 21111,1 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: Date: Job #: Client: ZEPHYR Plan#: 4 11/04/13 D064 m'^mmMAmmmMm^mmMMmmE LOCAnON: GREAT ROOM/DINING LONGITUDINAL ( ) 2nd STORY TOTAL = 3 Roof D.L = ( 22 )psfx{ 37 )ft 814 plf Floor D.L. = ( 15 )psfi<( 0 )fl 0 plf Wall D.L, = ( 8 )psfx( 24 )ft 192 plf TOTAL = 1006 plf 1st STORY Roof D.L, = ( 22 )psfx( 0 )ft 0 plf Floor D.L. = ( 15 )psfx( 30 )ft 450 plf Wall D.L. = ( 15 )psfi(( 48 )ft 720 plf 1170 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN ! (ASCE 7-05 Sec. 12.14.8.1} LONGITUDE: -117.332760 ZIPCODE: LATITUDE: 33.166850 (Per ASCE-7.05 Section 12.14.8.1 Ss„„sl.5) Actual Ss = 1.254 Design Ss & 1.254 SDs a 2/3 x Fa x Ss Sl = 0.473 SDs = 0.836 Fa= ROCK —j Rock, Fa=l I ^Soll, Fa=l.' =1,0 4 Site Soil Class = D Seismic Design Category = D (In simpllfled method Soil Class can't iie'E") R= 6.5 p = 1 (SIMPLIFIED DESIGN) F X SDs x p X W ^7U F = 2ST0RY=1.1 F=1,0 ISTORY F=l.l 2 STORY F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN : (0= 1.3 (CBC-1605.3) Wind Velocity = 85 mph Exposure= B (ASCE 7-05 Sec. 6.4.2.1) Mean Roof Helght= 25.00 ft < 60 ft RoofSlope= 3.5:12= 16.3 degrees PS= 00 X A, X Kzt X Ps30 X I I = 1.0 X = 1.00 (From ASCE 7-05 Figure ZONES Ijlll „;..i Horizontal Pressures Vertical Pressures Overhangs Ijlll It' j A B C D E F G H EOH GOH It' j P»30(P«0 15.9 -4.2 10.6 -2.3 •13.8 •9.6 -9.6 -7.3 -19.3 •15.1 i'- t}">l • - PSCPSO 20.7 •8.8 •13.8 •3.0 -12.5 ••12.5 •9.5 '26.i ••1^6 i'- t}">l • - LEVEL W (plf) Fx Story Shear (plf) USE WIND ZONEs> C (plf) CONTROLLING FORCE(plO ROOF 1006 102 — ( 14.0 -4.5 )XP5! 131 1 1170 118 219.9 ( 25.0 -5 }xPs: 276 m H76 219.9 First Floor Wind -145 VERSION: 2U11.1 M ^ E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: Job #: Client: ZEPHYR 11/4/2013 D064 Project Name: OAK AVE. 4 Plan#: 4 '^HAS^!MMmmA.AmAmAmmMitAMMM AAj>^ LOCATION: DINING/BED 2/TANDEM (LONGIT) & GARAGE/CASITA (TRANSV) ( ) LONGITUDINAL 1st STORY Roof D.L. = ( Deck D.L. = ( Wall D.L = ( 22 )psfx( 14 )psfx( 10 )psfx( 56 0 54 )ft )ft )ft 1232 plf 0 plf 540 plf TOTAL = 1772 plf TRANSVERSE 1st STORY Roof D.L. = ( Deck D.L. = ( Wall D.L, = ( ( ) 22 )psfx( 37 14 )psfx( 0 10 )psfx( 34 )ft )ft )ft 814 plf 0 plf 340 plf TOTAL = 1154 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN ; (ASCE 7-05 Sec. 12.14.8.1) ZIPCODE: LATITUDE: 33.166850 LONGITUDE: -117.332760 (Per ASCE-7.05 Section 12.14.8.1 S8,„,xSl.5) Actual Ss = 1.254 Design Ss = 1.254 SDs = 2/3 x Fa x Ss Sl = 0.473 SDs = 0.836 Fa= ROCK Site Soil Class = D Seismic Design Category = D (In simpllfled method Soil Class can't lie'E") R= 6.5 p B 1 (SIMPLIFIED DESIGN) F X SDs x p X W —— $AAAArAM$ F = 1 STORY=1.0 •4—I Rock, Fa=1.0 I ^Soll, Fa=l.4 F=1,0 ISTORY F-l.l 2 STORY F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN ; Wind Velocity = 85 mph PS= (0 X A, X Kzt X Ps30 X I 0)= 1.3 (CBC-1605.3) Exposure= B 1= 1.0 x> (ASCE 7-05 Sec. 6.4.2.1) Mean Roof Height= 15.00 ft < 60 ft RoofSlope= 3.5:12= 16.3 degrees 1 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EOH GOH P.30(P»0 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 •19.3 -15.1 P,(P«0 20.7 •5.6 13.8 •3.0 -17.9 -12.6 -12.6 -9.6 -26.1 -19.6 LONGnUDINAL -imr —w— (plf) Fx story Shear (plf) USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) 1 I77i 163 ( 15.0 - S.b )xP.s 138 TRANSVERSE LEVEL —w— Fx story Shear USE WIND ZONEB> C CONTROLLING (plO (plf) (plf) FORCE(plf) 1 ii!l4 i66 ... ( 14.0 • 5.0 )xP,s 124 La., h ^ VERSION; 20U.1 ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: Job#: Client: ZEPHYR 11/4/2013 D064 Project Name: OAK AVE. 4 Plan#: 4 ^mmmAyAAmmmm, lA&AAAn AAMAAMM^ THDP ^ 1 LOCATION: MASTER/KITCH/GARAGE (LONGIT) 8i MASTER/NOOK/KXTCHEN (TRANSV) ( ) LONGITUDINAL 1st STORY Roof D.L =( Deck D.L. = ( Wall D.L. = ( 22 )psfx( 88 )ft 14 )ps6(( 0 )ft 10 )psfx( 85 )ft 1936 plf 0 plf 850 plf TOTAL = 2786 plf TRANSVERSE 1st STORY Roof D.L, = ( Deck D,L = ( Wall D.L. = ( ( ) 22 )psfx( 35 14 )ps6(( 0 10 )psfx( 33 )ft )ft 770 plf 0 plf 330 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN ; ZIPCODE; LATITUDE: 33.166850 LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ss„„sl.5) Actual Ss = 1.254 Design Ss = 1.254 SDs = 2/3 x Fa x Ss Sl = 0.473 SDs = 0.836 TOTAL 3 1100 plf (ASCE 7-05 Sec. 12.14.8.1) 117.332760 Fa= ROCK Site Soil Class = D Seismic Design Category = D (In simpllfled method Soil Class cant be''E'') R= 6.5 p = 1 (SIMPLIFIED DESIGN) F X SDs X p X W ^= mi => F=1 STORY=1.0 •*—I Rock, Fa=1.0 I Soil, Fa=l.4 F=1.0 ISTORY F=l.l 2 STORY F=l,2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN : Wind Velocity = 85 mph Ps= CO X X X Kzt X Ps3o XI C0= 1.3 (CBC-1605.3) Exposure= B 1= 1.0 Xl (ASCE 7-05 Sec. 6.4.2.1) Mean Roof Height= 18.00 ft < 60 ft RoofSlope= 3.5:12= 16.3 degrees 1 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EOH GOH Pf JO (ps*) 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 •19.3 -15.1 Ps(P»0 20.7 -6.6 13.8 •3.0 -17.9 •12.6 -12.6 -9.6 -26.1 -19.6 LONGITUDINAL LEVEL W fx story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) FORCE(plf) 1 "*-( 18.0 - )x^,s 196 (§j|^9Ig^2SS^J TRANSVERSE LEVEL W (plf) ¥x (plf) ^ory ahear (plf) USE WIND ZONES > C (plf) CONTROLLING FORCE(plf) 1 1100 lol ( 15.0 - 5.A )xP.<r m VERSION: 201].1 Page: ESI/FME Inc. STRUCTURAL ENGINEERS Date: 11/4/2013 Job#: D064 Project Name: QAK AVE. 4 Ciient: ZEPHYR Plan#: 4 0 WALL(S) @ <WAa 1= 1.50 ft LOAD =( LOAD =( LOAD =( LOAD =( SHEAR WALL DESIGN (IBC2009/ CBC 2010 / SDPWS-08) LEFT OF DECK OPENING= 117 0 0 0 SHEAR = T. LOAD / L = ANCHOR/STRAP? STRAP 0.00 Plf( plf( plf{ Plf( 1989 ft Walil S= 34.0 0.0 0.0 0.0 lbs/ 1.50 ft} WALL2= 1.50 ft/2 + ft/2 + ft/2 + ft/2 + 3.00 0 0 0 0 ft ) = ) = ) = ) = ft WALL 3= 1989 lbs. 0 IbS. 0 lbs. 0 Ibs. 663 Ibs/ft 663 Ibs/ft PLATE HT= 1 n 0.00 ft WALL 4= 0.00 ft TOTAL V»/ALL LENGTH = 3.00 ft GOV,FORCE= WIND USE /##\ W/16d S.P.N. ® 2 "o/e 1 SPN2 UPUFT: L(Wall)= 1.5 RESISTING MOMENT = WALLWr= 14 psfx RES,MOM= 43.718 Ibs PROVIDE SIMPSON: Diaphragm Len9th= ft LOAD= 995 Ibs, O.T.M. = 995 ft-lbs 0.67x[Bearing Wall Weight +Roof D.L.jfTrlb.Wldth+Ftoor D.L.)aMb.Wktth]x(S.W. Length)' 12 1 tt= 14 Ibs RDL= 22 psf TrtjW- 2 ft FDL= 14 psf TrbW- 0 I UPLIFr=(O.TM.-R.M.)/L™ii UPLIFT= 634 Ibs USE (2) HFX-18X9 PER POST, CAPACITY= ibs O.K 1-1/8" STD. SEE HARDY PANEL DESIGN 20 ft Provide A35's or Hl's® 52 Inches O.C. V= 99 plf (2) WALL(S) @i {WALL1= 20.00 ft LOAD =>( LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD / L ANCHOR/STTWP? STRAP |GOV.FORCE= WIND USE RIGHT OF BONUS OPENING= 117 138 0 0 6.00 pif( pif{ pif( pif( 3438 ft Walil S= 34.0 21.0 0.0 0.0 lbs/ 14.00 ft} WALL2 ft/2-l- ft/2 + ft/2 + ft/2 + 14.00 O.0D ft WALL 3= W/16d S.P.N. gl 0 ) = 1989 IbS. 0 ) = 1449 Ibs. 0 )-0 Ibs, 0 ) = 0 Ibs. ft 246 Ibs/ft 246 Ibs/ft 6 "o/c PLATE HT= 9 ft 0.00 ft WALL 4= 0.00 TOTAL Vt^Aa LENGTH' 14.00 SPN6 UPUFT: L(Wall)= 14.0 ft LOAD= 3438 Ibs. O.T.M.= 30942 RESISTING MOMENT = 0.67x[Bearlng Wall Weight +Roof D.Darlb.Wldth+Floor D.Lyrrib.Wldth]x(S,W, Length)' 12 WAawr= 14 psfx 9 ft= 126 Ibs RDL= 22 psf TrbW- 12 ft FDL= 14 psf TrbW= RES.MOM= 52260 lbs UPLIFr=(O.T.M.-R.M,)/L„a« UPLIFTo -1066 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY^ N.A. IbS O.K ft-lbs Diaphragm Len9th= 19 ft Provide A35's or Hl's @ 28 Inches O.C. V° 181 plf Q) WALL(S) @ FRONT OF BONUS <WALL1= 15.50 ft OPENING= LOAD =( 131 LOAD =( 0 LOAD =( 0 LOAD =( 0 SHEAR = T. LOAD / L = ANCHOR/STRAP? STRAP GOV,FORCE> WIND USE 7.50 ft Walil S= 8.00 ft} WALL2= 0.00 ft WALL 3 plf( plf( plf( plf( 1310 20.0 0.0 0.0 0.0 lbs/ ft/2 + ft/2 + ft/2 + ft/2 + 8.00 0 0 0 0 ft ) = ) = ) = ) = W/16d S.P.N. fl) 8 1310 0 0 0 164 164 "O/C Ibs. Ibs. Ibs. Ibs. Ibs/ft Ibs/ft PLATE HT= 9 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH- 8.00 SPN8 UPUFT: L(Wall)= 8.0 RESISTING MOMENT = WALLWT= 18 psfx RES.MOM= 16580 Ibs ft LOAD= 1310 Ibs. O.T,M.= 11790 0.67x[Bearlng Wall Weight +RDof D.L/rrlb.Wldth-i-Floor D.L)arlb.Wldth]x(S.W. Length)V2 9 lt>= 162 Ibs RDL= 22 psf TrbW» 2 ft FDL= 14 psf Trt)W= UPLIFT=(O.TM.-R.M.)/U,ii UPLIFT- "309 Ibs ft-lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY^ N.A. lbs Diaphragm Length= 34 ft Provide A35's or Hl's @ 140 Inches O.C. CK V= 39 plf vrft3IOh Ail I.e E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page; / 7 Date; 11/4/2013 Job #: D064 Project Name: OAK AVE. 4 Client: ZEPHYR Plan#: 4 SHEAR WALL DESIGN (IBC2009 / CBC 2010 / SDPWS-08) 41 WALL(S) @ {WALL 1= 20.00 ft LOAD REAR OF BONUS 266x2/3 = ( LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD / L = ANCHOR/STHAP? STRAP GOV.FORCE- SEISMIC OPENING^ 3.50 ft Walll X= 16.50 ft} WALL2= 0.00 102 plf( 20.0 ft/2+ 0 ) = 170.667 plf( 34.0 ft/2+ 0 ) = 0 plf( 0.0 ft/2-H 0 ) = 0 plf( 0.0 ft/2+ 0 ) = 3921 lbs/ 16.50 ft ft WALL 3= 1020 lbs. 2901 lbs. 0 lbs. 0 Ibs. 238 Ibs/ft 238 Ibs/ft PLATE HT= 6 fl 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 16.60 USE /ll\ W/16d S.P.N. ® 6 "O/c 1 5PN6 UPUFT; L{Wall)= 16.5 ft LOAD= 3921 Ibs. O.T.M.= 23528 RESISTING MOMENT = 0,9x[Bearing Wall Weight +Roof D.Dfrrib.Wldth+Floor D.L.)frrib.Wldth]x(S.W. Length)' 12 WAaWT" 14 psfx 6 ft= 84 Ibs RDL= 22 psf TrbW- 6 ft FDL= 14 psf TrbW= RES.MOM= 38880 Ibs UPUFr=(O.T.M.-R,M.)/L«a( UPLIFT" -768 ibs PROVIDE SIMPSON; NOT REQUIRED PER POST, CAPACrrY= N.A. ibS O.K ft-lbs Diaphragm Length^ 64 ft Provide A35's or Hl's @ 88 Inches O.C, V- 61 plf ^ WALL(S) @ {WALL1= 6,00 ft LOAD =( LOAD =( LOAD=( LOAD =•( SHEAR = T. LOAD/L = ANCHOR/STRAP? ANCHOR GOV,FORCE- WIND USE LEFT OF MASTER OPENING" 138 0 0 0 0.00 plf( plf( plf( plf( 2967 A. ft Walll 43.0 0.0 0.0 0.0 lbs/ 6.00 ft} WALL2° ft/2 + ft/2 + ft/2 + ft/2 + 6,00 0 0 0 0 ft ' 0.00 ) = ) = ) = ) = ft WALL 3= W/S/8"Dla.xlO"A.B.'S8i 24 2967 0 0 0 495 495 "O/C lbs. Ibs. Ibs. Ibs. Ibs/ft Ibs/ft PUTE HT= 10 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 6.00 AB24 UPUFT: L(Wall)= 6.0 RESISTING MOMENT = WALUWT= 14 psfx RES.MOM= 2219 Ibs PROVIDE SIMPSON: ft LOAD= 2967 Ibs. O.T.M.= 29670 0,67x[Bearing Wall Weight +Roof aL.jO'rlb.Width+Floor D,L)frrlb.Wldth]x(S.W. Length)' /2 10 ft= 140 Ibs RDL= 22 psf TibW- 2 ft FDL= 14 psf TrbW- UPaFr=(OT.M.-R.M.)/L„,i, UPLIFT" 4575 Ibs HDUS PER POST, CAPACITY^ 5645 lbs O.K ft-lbs Diaphragm Length^ 25 ft Provide A35's or Hl's @ 44 Inches O.C. V= 119 plf (D WALL(S) ® LEFT OF COVERED PATIO PLATE HT= {WALL1= 1.50 ft OPENING= 0.00 ft Walll 2= 1.50 ft} WALL2= i.so ft WALL 3= 0.00 ft WALL 4= 0.00 LOAD -( 117 plf( 34.0 ft/2-1-0 )" 1989 Ibs. TOTAL WALL LENGTH" 3,00 LOAD =( 145 plf( 10.0 ft/2 + 0 ) = 725 Ibs. LOAD =( 0 plf( 0.0 ft/2 + 0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2 + 0 ) = 0 Ibs. SHEAR = T. LOAD / L = 2714 lbs/ 3.00 ft 905 Ibs/ft ANCHOR/STRAP? ANCHOR A. GOV.F0RCE= WIND USE 905 Ibs/ft ANCHOR/STRAP? ANCHOR A. GOV.F0RCE= WIND USE W/5/8" Dla.x 12" A.B.'S & 12 "o/c Ibs/ft 3x SILL AB12 DBL SIDED UPUFT: L(Wall)= 1.5 ft LOAD= 1357 Ibs. 0,T.M.= 1357 ft-lbs RESISnNG MOMENT = 0.67x[Bearing Wall Weight +Roof D.DOrlb.Wldth+Floor D,L.)arlb.Wldth]x(S.W, Length)' /2 WALLWr= 18 psfx 1 ft= 18 Ibs RDL= 22 psf TrbW- 2 ft FDL= 14 psf TrbW= 5 ft RES.MOM= 99.495 Ibs UPLIFr=(O.TM.-R.M.)/L,„ii UPLIFT= 838 Ibs USE (2) HFX-lSxlO PROVIDE SIMPSON; PER POST, CAPACITYs Ibs O.K 1-1/8 STD. SEE HARDY PANEL DESIQN Diaphragm Lengths 20 ft Provide A35's or Hl's @ 36 Inches O.C V= 136 plf VERaiot-! ;:ni |,( E S I Page: ESI/FME Inc. STRUCTURAL ENGINEERS w Date: 11/4/2013 Job#; D064 Project Name: OAK AVE. 4 Client; ZEPHYR Pian#: 4 SHEAR WALL DESIGN (IBC2009/CBC 2010/SDPWS-08) WALL(S) @ LEFT OF GREAT ROOM {WAai= 1.50 ft OPENING= 0.00 ft Walll 2= 1.50 ft} WALL2 = 1.50 ft WALL 3= LOAD =( 145 plf{ 30.0 ft/2-1-0 ) = 2175 lbs. LOAD ={ 0 plf( 0.0 ft/2-l-0 )-0 lbs. LOAD =( 0 plf( 0.0 ft/2-4-0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2 + 0 ) = 0 Ibs. SHEAR = T. LOAD / L = 2175 Ibs / 3.00 ft 725 Ibs/ft ANCHOR/STRAP? STRAP 725 Ibs/ft GOVFORCE- WIND U S E /#^ W/16d S.P.N. S 2 "o/c PUTE HT= 1 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH" 3.00 SPN2 UPUFT: L(Wall)= 1.5 RESISTING MOMENT = WALLWT- 20 psfx RES.MOM= 206.53 Ibs PROVIDE SIMPSON: Diaphragm Length= ft LOAD= 1088 Ibs, O.T.M.= 1088 ft-lbs 0.67x[Bearlng Wall Weight -i-Roof D.L.xTrib.Width-FFIoor D.L.)frr1b.Wldth]x(S.W, Length)'/2 1 ft= 20 Ibs RDL= 22 psf TrbW- 2 ft FDL= 14 psf TrbW= 15 ft UPUFr=(O.TM.-R.M.)/L„,ii UPLIFT= 587 Ibs USE (2) HFX-lSxIO PER POST, CAPACITY^ Ibs O.K 1-1/8 STD. SEE HARDY PANEL OESIGN 20 ft Provide A35's or Hl's @ 48 Inches C.C V= 109 plf ^ WALL(S) ® {WALL1= 19.00 ft LOAD =( LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD/L = ANCHOR/STIUP? ANCHOR GOV,FORCE= WIND USE RIGHT OF GREAT RM ft OPENING= 145 0 0 0 0.00 ft Walll 2° 19.00 ft} WALL2= 0.00 plf( 30.0 ft/2-l-0 )= plf( 0.0 ft/2-l-0 ) = plf( 0.0 ft/2-4-0 ) = plf( 0.0 ft/2-l-0 )= 2175 lbs/ 19.00 ft PUTE HT= 10 ft ft WALL 3= 0.00 ft WALL 4= 0.00 ft 2175 lbs. TOTAL WALL LENGTH •= 19.00 f( 10\ W/5/8" Dla.X 10" A.B.'S @ 72 0 0 0 114 114 "O/C Ibs, Ibs. Ibs. Ibs/ft Ibs/ft AB72 UPLIFT: L(Wall)= 19.0 ft LO/VD= 2175 Ibs, 0,T.M.= 21750 RESISTING MOMENT = 0.67x[Bearlng Wall Weight +Roof D.L.XTrlb.Wldth+Floor D.L.xTrlb.Wldth]x(S.W. Length)' /2 WAawr= 14 psfx 10 ft:= 140 Ibs RDL= 22 psf TrbW= 0 ft FDL= 14 psf TrbW= RES.MOM= 33862 Ibs UPLIFr=(O.T.M,-R.M.)/Lv,„| UPLIFT- -637 ibS PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY^ N.A. Ibs O.K ft-lbs 10 ft Diaphragm Length= 20 ft Provide A35's or Hl's® 48 inches O.C. 109 plf (?) WALL(S) @ <WALL1= 14.00 ft LOAD LOAD 163*34/64 LOAD LOAD =( SHEAR = T. LOAD / L = ANCHOR/STRAP? ANCHOR GOV.FORCE' WIND USE LEFT OF DINING OPENING= 65 163 102.63 0 0.00 plf( plf( plf( plf( 4942 A. ft Waill X' 34.0 20.0 43.0 0.0 lbs/ 14.00 ft} WALL2= 1.50 ft WALL 3= ft/2-l- ft/2-l- ft/2-t- ft/2 + 15,50 0 0 0 0 ft )- ) = ) = ) = W/5/8" Dia.x 10" A.B.'S ® 40 UOS 1630 2207 0 319 319 "O/C Ibs. Ibs. Ibs. Ibs. Ibs/ft Ibs/ft PUTE HT= 18 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 16.60 AB40 UPLIFT: L (Wall)= 14.0 ft LOAD= 4463 Ibs. O.T.M. = 80340 RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.Ljfl-rlb.Wldth-fFloor D,Ljn-rlb.Width]x(S.W. Length)' /2 WALLWT= 15 psfx 18 ft= 270 Ibs RDL= 22 psf TrbW» 9 ft FDL= 14 psf TrbW= RES.MOM= 30729 Ibs UPUFT=(OT.M.-R.M,)/U,ii UPLIFT= 3544 Ibs PROVIDE SIMPSON: HTTS PER POST, CAPACITY- 4350 lbs O.K ft-lbs Diaphragm Length= 30 ft Provide A35's or Hl's @ 32 Inches O.C. V= 165 plf 1^ E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: Date: Jlob#: Ciient: ZEPHYR Plan#; 4 IfL 11/4/2013 D064 @ WALL(S) @ <WALL 1= 8.00 LOAD =( LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD / L ANCHOR/STRAP? ANCHOR 60V.F0RCE- SEISMIC SHEAR WALL DESIGN (IBC2009/CBC 2010 / SDPWS-08) LEFT OF GARAGE/BATH 3 ft OPENING" 0.00 ft Waill 2= 8.00 ft} WALL2= s.oo 163 106 0 0 plf( 21.0 ft/2-H 0 )- plf( 21.0 ft/2-i-0 ) = plf( 0.0 ft/2-f 0 ) = plf( 0.0 ft/2-(-0 ) = 2825 lbs/ 16.00 ft ft WALL 3= 1712 lbs, 1113 lbs. 0 Ibs. 0 Ibs. 177 Ibs/ft 177 Ibs/ft PUTE HT= 10 fl 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 16.00 USE /lO\ W/5/8" Dla.x 10" A.B.'S ® 72 "o/c AB72 UPUFT; L(Wall)= 8.0 ft LOAD= 1412 Ibs. 0,T.M.= 14123 RESISTING MOMENT = 0.9x[Bearlng Wall Weight -i-Roof D.L.jfTrlb.Width-i-Floor D.L.xTrib.Wldth]x(S.W. Length)' /2 WALLWT= 14 psfx 10 ft= 140 Ibs RDL= 22 psf TrbW- 8 ft FDL= 14 psf TrbW- RES.MOM= 9100.8 Ibs UPLIFT=(O.TM.-R,M.)/L„,„ UPLIFT- 628 Ibs PROVIDE SIMPSON; HTTS PER POST, CAPACITYs 4350 Ibs O.K Diaphragm Length= 54 ft Provide A35's or Hl's @ 100 Inches O.C, V= 52 plf ft-lbs (lp WALL(S) @ {WALL1= 13.00 LOAD =( LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD / L •• ANCHOR/SIKAP? ANCHOR GOVFORCE- WIND USE RIGHT OF BEDROOM 3 ft OPENING= 7.50 ft Walil 2= 124 0 0 0 .A. pif( pif( pif( pif( 1364 22.0 0.0 0.0 0.0 lbs/ 5.50 ft} ft/2-1- ft/2-H ft/2-1- ft/2-1- 5.50 WALL2= 0 0 0 0 ft 0.00 ) = ) = ) = ) = ft WALL 3= W/5/8" Dla.X 10" A.B.'S@ 52 1364 0 0 0 248 248 "O/c lbs. Ibs. Ibs. Ibs. Ibs/ft Ibs/ft PUTE HT= 10 ft 0.00 ft WALL 4= 0.00 ft TOTAL WALL LENGTH" 6.60 ft UPUFT: L(Wall)= 5.5 RESISTING MOMENT = WALLWr= 14 psfx RES.MOM= 10417 Ibs PROVIDE SIMPSON; AB52 ft LOAD= 1364 Ibs. O.T.M.= 13640 0.67x[Bearing Wall Weight -HRoof D.Limb.Wldth-i-Floor D.L.XTrtb,WkJth]x(S.W. Length)'/2 10 ft= 140 Ibs RDL= 22 psf TrtiW- 2 ft FDL= 14 psf TrbW- UPLIFr=(O.TM.-R.M.)/L,„ii UPLIFT* 248 ibs HTTS PER POST, CAPACITYs 4350 ibS O.K ft-lbs Diaphragm Length^ 13 ft ProvWe A35's or Hl's @ 48 Inches O.C, V= 105 Plf @ WALL(S) @ FRONT OF GREAT RM/DINING PUTE HT= 10 ft {WALL1= 8.00 ft OPENING" 3.50 ft Walll 2= 4.50 ft} WALL2" 21.00 ft WALL 3= -10.00 ft WALL 4= 0.00 ft LOAD =( 276 plf( 20.0 ft/2-l-0 ) = 2760 Ibs. TOTAL WALL LENGTH-16.60 ft LOAD =( 0 plf( 0.0 ft/2-1-0 ) = 0 Ibs. LOAD =( 0 plf( 0.0 ft/2-1-0 ) = 0 Ibs. LOAD =( 0 plf( 0.0 ft/2-1-0 ) = 0 Ibs. SHEAR = T. UOAD / L = 2760 Ibs / 15.50 ft 178 Ibs/ft ANCHOR/STRAP? ANCHOR A 178 Ibs/ft GOV.FORCE- WIND USE /10\ W/5/8" Dla.X 10"A.B.'S(S> 72 "O/C AB72 UPUFT; L(Wall)= 4.5 ft LOAD= 801 Ibs. 0,T.M.= 8013 ft-lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight -fRoof D.L.xTrib.Wldth-)-Floor D.L)a-rlb.Wldth]x(S.W. Length)' /2 WAawr= 28 psfx 10 lt = 280 Ibs RDL= 22 psf TrbW- 10 ft FDL= 14 psf TrbW-1 ft RES.MOM= U020lbs UPLIFT=(0.TM.-R.M.)/L«|| UPLIFT= -376 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K Diaphragm Length" 20 ft Provide A35's or Hl's® 36 Inches O.C. V= 138 plf VERSIOM 2U11.6 ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 11/4/2013 3ob #: D064 Project Name; OAK AVE. 4 Ciient: ZEPHYR Pian#: 4 Qi SHEAR WALL DESIGN (IBC2009/ CBC 2010/SDPWS-08) 131 WALL(S) ® FRONT OF MASTER ENTRY AND CASITAS {WALL1= 9.00 ft OPENING" 0.00 ft Walll 2= 9.00 ft} WALL2-11.00 ft WALL 3= LOAD =( 220 plf( 20.0 ft/2-f 0 ) = 2200 lbs. LOAD =( 256 plf( 34.0 ft/2-l-0 ) = 4352 lbs. LOAD =( 0 plf( 0.0 ft/2-l-0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2-F 0 ) = 0 lbs. SHEAR = T. LOAD / L = 6552 Ibs / 20.00 ft = 328 Ibs/ft ANCHOR/STRAP? ANCHOR 328 Ibs/ft GOVFORCE- SEISMIC U S E /lis s. W/5/8" Dla.x 10" A.B.'S a P 40 "o/c PUTE HT" 10 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 20.00 AB40 UPUFT; L(Wall)= 9.0 RESISTING MOMENT = WAawr= 14 psfx RES.MOM= 11518 Ibs PROVIDE SIMPSON; ft LOAD= 2948 Ibs, O.T.M.= 29484 0,9x[Bearlng Wall Weight -t-Roof D.DO'rlb.WIdth-fFloor O.L.)aTlb.Wldth]x(S.W. Length)'/2 10 ft= 140 Ibs RDL= 22 psf TrbW- 8 ft FDL= 14 psf THjW- UPLIFr=(O.T.M.-R,M.)/L«ii UPLIFT- 1996 ibS HTTS PER POST, CAPACITY- 4350 Ibs O.K ft-lbs Diaphragm Length" 74 ft Provide /V35's or Hl's @ 60 Inches O.C. V" 89 plf (^ WALL(S) @ {WALL 1= 246/4 = VOID - REAR OF CASHAS - VOID WALL 12.50 ft OPENING" LOAD =( 62 LOAD =( 0 LOAD =( 0 LOAD •=( 0 SHEAR = T. LOAD/L = ANCHOR/STRAP? ANCHOR GOV.FORCE= SEISMIC USE A. 7.50 plf( Plf( plf( plf( 1054 ft Walll 2" 34.0 0.0 0.0 0.0 lbs/ S.OD ft} WALL2= ft/2 + ft/2-l- ft/2-F ft/2-F 5.00 0 0 0 0 ft 0.00 ) = ) = ) = ) = ft WALL 3" W/5/8" Dla.X 10" A.B.'S ® 60 1054 0 0 0 211 211 "O/c Ibs. Ibs, Ibs. Ibs. Ibs/ft Ibs/ft PUTE HT" 10 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH" 6.00 AB60 UPUFT: L(Wall)= 5,0 ft LOAD= 1054 Ibs. O.T.M.= 10540 RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.Ljfrrlb.WldUH-Floor D.L.)arlb.Wldth]x(S.W. Length)' /2 WALLWT" 14 psfx 10 ft" 140 Ibs RDL= 22 psf TibW- 17 ft FDL= 14 psf TrbW- RES.MOM= 36141 Ibs UPLIFT=(O.T.M.-R.M.)/L„,ii UPLIFT- "2048 Ibs PROVIDE SIMPSON; NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K ft-lbs Diaphragm Length" 21 ft Provide A35's or Hl's @ 104 Inches O.C, v= 50 plf (l|) WALL(S) ® REAR OF HOUSE PUTE HT= 10 ft {WALLl" 46.00 ft OPENING" 8.00 ft Walll 2" 38.00 ft} WALL2" o.oo ft WALL 3= 0.00 ft WALL 4= 0.00 ft LOAD"{ 256 plf( 34.0 ft/2-F 0 ) = 4352 lbs. TOTAL WALL LENGTH" 38.00 ft LOAD =( 0 plf( 0.0 ft/2-F 0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2-F 0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2-H 0 ) = 0 lbs. SHEAR = T. LOAD / L = 4352 lbs/ 38,00 ft 115 Ibs/ft ANCHOR/STRAP? ANCHOR A 115 Ibs/ft GOVFORCE- SEISMIC USE /l(j\ W/5/8" Dia.XlO"A.B.'SO 72 "O/C AB72 UPUFT: L (Wall)" 38.0 ft LOAD" 4352 Ibs. O.T.M." 43520 ft-lbs RESISTING MOMENT = 0.9x[Bearlng Wall Weight -i-Roof D.DfTrlb.Width+Floor D.LxTrlb.Wldth]x(S.W. Length)' 12 WALLWT" 14 psfx 10 ft" 140 Ibs RDL" 22 psf TrbW- 2 ft FDL" 14 psf TrbW-0 ft RES.MOM" 175205 Ibs UPUFT=(O.T.M,-R.M.)/L™, UPLIFT--2863 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY- N.A. Ibs 0.K Diaphragm Length" 74 ft Provide A35's or H l's @ 88 Inches 0,C. V= 59 plf Vt RSION 2(11 l .C E S I Project Name; ESI/FME Inc. STRUCTURAL ENGINEERS Page; jL\ Date; 11/4/2013 Job #: D064 OAK AVE. 4 Client: Plan #: ZEPHYR 4 0 WALL(S) (g) WALL LENGTHS (ft)= LOAD LOAD LOAD LOAD = ( = ( = ( = ( TOTAL LOAD = CAPACITY OF HARDY FRAMES = ( LEFTOF DECK S.W. 1 S.W. 2 1.5 1.5 117.00 ibs / ft) 0 Ibs/ft) 0 Ibs/ft) 0 Ibs/ft) 1989 2 (ICC ESR-2089) 1/1/2010 S.W.3 S.W.4 S.W.5 S.W. 6 TOTAL 0 0 0 0 3.00 ft 34.0 ft/2 •F 0) = 1989 Ibs. 0.0 ft/2 •F 0) = 0 Ibs. 0.0 ft/2 -F 0) = 0 Ibs. 0.0 ft/2 -f 0) = 0 Ibs. Ibs 2430 4860 Ibs > 1989 lbs O.K. USE( 2 ) HARDY FRAME MODEL: HFX-18X9 ON UPPER FLOOR UPLIFT: L( Wall) = 1.50 ft Plate Height = 9.00 ft. LOAD 995 Ibs. 0. T. M. = 8951 ft-lbs RESISnNG MOMENT = 0.67x[Bearlng Wall Weight -FRoof D.L.)a'rlb.Wldth-FFkx)r D.LXTrlb.Wldai]x(S.W. Length)' /2 Roof D.L. Roof Trib. W Floor D.L Roor Trlb.W S.W,Length WIND <=Conlrollinfl Force 22 2 0 0 1.50 •^2/2 128 ft-lbs UPLIFT=(OTM-RM)/L= 8951 -128 / 1.50 = 5882 Ibs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES:: 18080 Ibs. > 5882 Ibs. O.K. Q WALL(S) @ LEFT OF COVERED PATIO Q S.W.1 S.W.2 S.W.3 S.W.4 S.W.S S.W.6 TOTAL WALL LENGTHS (ft)= 1.5 1.5 0 0 0 0 3.00 ft LOAD = ( 117 Ibs/ft) ( 34.0 ft/2 -F 0) = 1989 Ibs, LOAD = ( 145 Ibs/ft) ( 10.0 ft/2 -f 0) = 725 Ibs. LOAD = ( 0 Ibs / ft) ( 0.0 ft/2 -F 0) = 0 Ibs. LOAD = ( 0 Ibs/ft) ( 0.0 ft/2 -F 0) = 0 Ibs. TOTAL LOAD = 2714 Ibs CAPACnY OF HARDY FRAMES - ( 2 )x 2170 rr 4340 Ibs > 2714 lbs O.K. USEf 2 1 HARDY FRAME MODEL: HF 18x10 11/8 STD -RA UPUFT: L( Wall) = 1.50 ft Plate Height = 17.50 ft. LOAD 1357 Ibs. 0. T. M. = 23748 ft-lbs RESISnNG MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.)artb.Wldth+Fkx)r D.L.XTrtb.WldthMS.W, Length)'/2 RoofD.L. RoofTrlb.W Floor D.L. Fkx)rTrlb.W S.W.Length WIND <=ContK)lling Force 22 2 14 5 1.50 -^2/2 271 ft-lbs UPLIFT=(OTM-RM)/L= 23748 -271 / 1.50 = 15651 Ibs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES s 21620 Ibs. > 15651 Ibs. O.K. 0 WALL(S) ® LEFT OF GREAT ROOM 0 S.W.1 S.W.2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WAa LENGTHS (ft)= 1.5 1.5 0 0 0 0 3.00 ft LOAD = ( 145 Ibs/ft) ( 30.0 ft/2 + 0) = 2175 Ibs, LOAD = ( 0 Ibs / ft) ( 0.0 ft/2 -F 0) = 0 Ibs. LOAD = ( 0 Ibs/ft) ( 0.0 ft/2 -F 0) = 0 Ibs. LOAD = ( 0 Ibs / ft) ( 0.0 ft/2 -F 0) = 0 Ibs. TOTAL LOAD CAPACmr OF HARDY FRAMES = ( 2175 2 Ibs 2170 4340 Ibs > 2175 lbs UPLIFT: RESISnNG MOMENT = WIND <=Controlllng Force USE f 2 ) HARDY FRAME MODEL; HF 18x10 11/8 STD - RA L( Wall) LOAD 1.50 1088 ft Ibs. O. T. M. Plate Height = 0.67x[Bearing Wall Weight +Roof D.LXTrlb,WIttth-FFIoor D.LXTrlb.WldthMS.W. Length)'/2 ^^2/2 10.00 10875 RoofD.L RoofTrlb.W Floor D.L Floor Tr1b.W S.W.Ungth 22 0 14 15 1.50 UPLIFr=(OTM-RM)/L= 10875 264 / MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 21620 1.50 ibs. > 264 7074 O.K. ft. ft-lbs ft-lbs Ibs. 7074 Ibs. O.K. VtKUION; 2UH.1 E S I Page: %jL ESI/FME Inc. SRUCTURAL ENGINEERS Date: 11/4/2013 Job #: D064 Client: ZEPHYR PARTNERS Project Name: OAK AVE. 4 Plan#: 4 WAAAAWi^Am A^^^AAtAA AA<M. SOILS REPORT BY: ADVANCED GEOTECHNICAL SOLUTIONS JOBNO: 1308-06-B-3 DATE: 9/25/13 ALLOWABLE SOIL BEARING PRESSURE = 2000 psf SOIL SITE CLASSIFICATION = D SLAB DESIGN: USE 5" THICK SLAB W/# 4 BARS® 18 "O.C. @ MIDDLE EACH WAY, OVER 2 "SAND/OVER 10 MIL VISQUEEN OVER 2 "SAND. CONTINUOUS FOOTING DESIGN; Wt. L Roof : ( 42 ) ( 29.5 ) = 1240 plf Wall : ( 14 ) ( 10 ) = 140 plf Floor:( 55 ) ( 0 ) = 0 plf Deck :( 55 )( 0 ) = 0 plf TOTAL LOAD = 1380 plf Required Min. Foundation Width = ( 1380 ) / ( 2000 50 ) = 0.71 ft. gyr^mpRFPOTTNgS: 1- STORY FOOTING: USE 12 in. wide x 2- STORY FOOTING: USE 15 in. wide x INTERIOR FOOTINGS: . 1- STORY FOOTING: USE 12 in. wide x 2- STORY FOOTING: USE 15 in. wide x ppfflTWAPgHECK: E)CTERIOR: P max = Allowable x S x W / 144 Pmax (1-Story) = 7333 Pmax ( 2-Story) = 11667 INTERIOR: P max = Aiiowabie x S x W /144 Pmax (1-Story) = 7333 Pmax (2-Story) = 11667 12 in. deep with 18 in. deep with 12 in. deep with 18 in. deep with 2-#4 bar T/B cont. 2-#4 bar T/B cont. 2-#4 bar T/B cont. 2-#4 bar T/B cont. 1' P Ibs Ibs. Ibs. Ibs. Ibs. .POST 4x min. S=(p-l-8")x2-f4" _8"± D VERSION; 1.4 E S I ESI/FME inc. STRUCTURAL ENGINEERS Page; 2-'^ Date: 11/4/2013 Job #: D064 Project Name: OAK AVE. 4 Client: ZEPHYR PARTNERS Pian#: 4 SOILS REPORT BY: ADVANCED GEOTECHNICAL SOLUTIONS JOBNO: 1308-06-B-3 DATE: 9/25/2013 ALLOWABLE SOIL BEARING PRESSURE : 2000 psf OVERBURDEN WEIGHT = SOIL SITE CLASSIFICATION = D Pad Design: DEPTH OF PAD = is inches Minumum Reinforcement %: 0.0018 75 psf Pad No: 1 : P = R ( MID ) = Area =( 14500 7.68 sq. ft., MIN. REQUIRED REINFORCEMENT = * Use pad 36 " square x 18 Pad No: 2 : P = R ( L&R ) = Area =( 11778 6.24 sq. ft., MIN. REQUIRED REINFORCEMENT = * Use pad 30 " square x 18 Pad No: 3 :P = R( R ) = Area = ( 0 0 sq. ft., MIN. REQUIRED REINFORCEMENT = * Use pad 24 " square x 18 Pad No: 4 : P = R ( L ) = Area = ( 0 0 sq. ft., MIN. REQUIRED REINFORCEMENT = * Use pad 24 " square x 18 Pad No: 5 :P = R( R ) = Area = ( 0 = 0 sq. ft., MIN. REQUIRED REINFORCEMENT = * Use pad 24 " square x 18 14500 Ibs FROM G.T. )/( 2000 - 113 ) hence = 2.77 ft. ( minimum ) 1.17 in^ =>As REQUIRED PER FT OF WIDTH= "deep,w/# 4 Bars© 6 "o.c. E.W. =>AsUSEDPERFTOFWIDTH= 11778 lbs FROM BM 2 )/( 2000 - 113 ) hence = 2.5 ft. ( minimum) 0.97 In^ =>AsTOUSEPERFTOFWIDTH= "deep,w/# 4 Bars@ 6 "o.c. E.W. =>AsUSEDPERFTOFWIDTH= 0 lbs NOT USED )/( 2000 - 113 ) hence = 0 ft. ( minimum ) 0.78 In^ =>As TO USE PER FT OF WIDTH= "deep, w/# 4 Bars@ 6 " o.c. E.W. =>AsUSEDPERFTOFWIDTH= 0 Ibs NOT USED )/( 2000 - 113 ) hence = 0 ft. ( minimum) 0.78 In^ =>AsTOUSEPERFTOFWIDTH= "deep,w/# 4 Bars® 6 "o.c. E.W. =>AsUSED PERFTOFWIDTH= 0 Ibs NOT USED )/( 2000 - 113 ) hence = 0 ft. (minimum) 0.78 In^ =>As TO USE PER FT OF WIDTH= "deep,w/# 4 Bars® 6 "o.c. E.W. =>As USED PER FT OF WIDTH= 0.39 in^ @ bottom 0.39 In^ 0.39 in'' @ bottom 0.39 in^ 0.39 In^ @ bottom 0.39 in^ 0.39 In^ @ bottom 0.39 In^ 0.39 in' @ bottom 0.39 in'' VERSION: 2011.1 SUnCOAST Cl 9 Post Tension Founclation Calculations for: -5-^ ZEPHYR PARTNERS OAK AVENUE CARLSBAD, CA Post Tension Foundation Desiqn Summary Cateqorv Ext. Beam Int. Beam Slab Thicknes Category 1 EXPANSIVE 20" 16" 5.0" Allowable Bearing Capacity of: 1500 psf Soils Report By: AGS Soiis Report Job #: 1308-06 Soils Report Date: February 28, 2014 Suncoast Post-Tension Job # 14-5833 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Serial Number: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carlsbad, CA (Plan 4) Project Engineer: IRW Project Number: 14-5833 ProjectDate: March 27, 2014 Geotechnical Report: AGS Report Date : 1308-06 Report Number: February 28, 2014 RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions 34.20 FT X 85.83 FT x 5.00 Inches Material Properties Concrete Strength, i ^ Tendon Strength, Fi Tendon Diameter: f'c pu • 2,500 PSI 270 KSI 1 12 Inch Material Quantities Concrete Volume : Prestressing Tendon : Number of End Anchorages 67.6 Cubic Yards 1,618 Linear Feet 58 In the LONG direction ... Quantity of Beams : Depth of Beams : Width of Beams: Tendons per Beam : Beam Tendon Centroid : Type I Beam 2 19.0 Inches 12.0 Inches 1 3.25 Inches Type II Beam 2 16.0 Inches 12.0 Inches 1 3.25 Inches Beam Spacing : Number of Slab Tendons Slab Tendon Spacing : Slab Tendon Centroid : 11.40 Feet O.C. 5.03 Feet O.C. 2.50 Inches from top of slab In the SHORT direction ... Quantity of Beams : Depth of Beams : Wicith of Beams : Tendons per Beam : Beam Tendon Centroid : Type I Beam 2 19.0 Inches 12.0 Inches 1 3.25 Inches Type II Beam 6 16.0 Inches 12.0 Inches 1 3.25 Inches Beam Spacing : Number of Slab Tendons Slab Tendon Spacing : Slab Tendon Centroid : 12.26 Feet O.C. 10 9.09 Feet O.C. 2.50 Inches from top of slab Page 1 of 8 K:VIOBSN2014X14-5833 (Oal( Avenue)\CALCS\Plan 4,pti 7:53:50 PM PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Serial Number: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carlsbad, CA (Plan 4) Project Engineer: IRW Project Number: 14-5833 Project Date : March 27, 2014 Geotechnical Report : AGS Report Date : 1308-06 Report Number: February 28, 2014 RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER UFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 8 K:\JOBSV2ai4\14-5833 (Oak Avenue)«ALCS\Plan 4.pti Build 011313 PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Seriai Number: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carlsbad Project Engineer: IRW Geotechnical Report : AGS RIBBED FOUNDATION CA (Plan 4) Project Number; 14-5833 ProjectDate: March 27, 2014 Report Date: 1308-06 Report Number: February 28, 2014 RESULTS OF ANALYSIS Soil Bearinq Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed In PTI Manual Short Direction Long Direction Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 10 8 9.09 4.03 7.45 -3.42 380.0 427.0 60 68 7 4 5.03 4.52 6.83 -2.31 193.6 275.0 73 103 5.66 5.39 FT-K/FT FT-K/FT Tension in Top Fiber (KSI) Short Long Direction Direction Compression in Bottom Fiber (KSI) Allowable Stress Actual Stress -0.300 -0.256 -0.300 -0.159 Allowable Stress Actual Stress Stiffness Analvsis - Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (Inch"*) Required Moment of Inertia (Inch"*) Required Moment of Inertia controlled by Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 3 of 8 Short Long Direction Direction 1.125 1.125 1.100 0.867 Short Long Direction Direction 90,754 49,037 47,841 24,581 Width 6*Beta 1.63 K/FT 1.19 K/FT Short Long Direction Direction 134 141 86 48 K:\JOBS\2014\14-5833 (Oak Avenue)\CALCS\Pian 4.pti 7:53:50 PIVI Registered To : Suncoast Post-Tension PTISlab 3.5 Geostructural Tool Kit, Inc. Serial Number: 100-350-028 Project Title : Zephyr Partners Project Engineer: IRW Oak Avenue In Carisbad, CA (Plan 4) Project Number: Project Date: Report Date : Report Number: Geotechnical Report : AGS RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analvsis - Center Lift Mode 14-5833 March 27, 2014 1308-06 February 28, 2014 Short Direction Long Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analvsis - Edqe Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction 304.7 221.4 242.9 92.2 3.43 FT-K/FT 3.02 FT-K/FT Compression in Top Fiber (KSI) Allowable Stress -0.300 Actual Stress -0.226 -0.300 -0.058 Allowable Stress Actual Stress Stiffness Analysis - Edqe Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch'') Required Moment of Inertia (Inch'*) Required Moment of Inertia controlled by Shear Analvsis - Edqe Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edqe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1.125 1.125 0.16 0.159 Short Long Direction Direction 90,754 49,037 58,036 27,555 Width 6*Beta 1.37 K/FT 1.48 K/FT Short Long Direction Direction 134 141 72 60 Short Long Direction Direction 241.2 127.4 147.3 51.7 Page 4 of 8 K:\JOBS\2014\14-5833 (Oak Avenue)\CALCS\Pian 4.pti PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Serial Number: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carlsbad, CA (Plan 4) Project Engineer: IRW Project Number: 14-5833 Project Date : March 27, 2014 Geotechnical Report : AGS Report Date : 1308-06 Report Number: February 28, 2014 RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch^): 6,291 2,660 Moment of Inertia (Inch'*): 90,754 49,037 Section Modulus, Top (Inch^) : 22,511 10,849 Section Modulus, Bottom (Inch^): 7,060 3,729 Center of Gravity of Concrete - from top (Inch) : 4.03 4.52 Center of Gravity of Prestressing Tendons - from top (Inch): 7.45 6.83 Eccentricity of Prestress (Inch): -3.42 -2.31 Beta Distance (Feet): 9.00 7.72 Equivalent Beam Depth (Inches): 16.89 17.67 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. Jacking Force : 33.05 KIPS Page 5 of 8 K:VJOBS\2014\14-5833 (Oak Avenue)\CALCS\Pian 4.pti PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Serial Number: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carisbad, CA (Plan 4) Project Number: 14-5833 Project Date : March 27, 2014 Report Date: 1308-06 Report Number: February 28, 2014 SUMMARY OF INPUT DATA Project Engineer: IRW Geotechnical Report: AGS Material Properties Concrete Strength, f'^ : Concrete Creep Modulus, EQ Concrete Unit Weight: Tendon Strength, Fp^ : Tendon Diameter: 2,500.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1 12 Inch Slab Properties Rectangle Geometry : Minimum Permissible Prestress Beam Properties 34.20 FT x 85.83 FT x 5.00 Inches Short Direction Short Direction 60.00 PSI Long Direction 70.00 PSI Long Direction Type 1 Type II Type 1 Type II Quantity: 2 6 2 2 Depth : 19.0 16.0 19.0 16.0 Inches Width : 12.0 12.0 12.0 12.0 Inches Tendons : 1 1 1 1 Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 8 K:\JOBS\2014\14-5833 (Oak Avenue)\CALCS\Plan 4.pti 7:53:50 PM Registered To : Suncoast Post-Tension PTISlab 3.5 Geostructural Tool Kit, Inc. Serial Number: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carisbad, CA (Plan 4) Project Engineer: IRW Project Number: 14-5833 Project Date : March 27, 2014 Geotechnical Report : AGS Report Date : 1308-06 Report Number: February 28, 2014 SUMMARY OF INPUT DATA • Continued Soil Properties Allowable Bearing Pressure : Edge Moisture Variation Distance, em Differential Soil Movement, ym : Center Lift 9.00 Feet 0.230 Inches 1,000.0 PSF Edge Lift 5.40 Feet 0.540 Inches Load. Deflection and Subqrade Properties Slab Loadinq Uniform Superimposed Total Load : Total Perimeter Load : Stiffness Coefficients Center Lift : Edge Lift : Prestress Calculation 40.00 PSF 1,200.00 PLF 360 720 Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss : 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 7 of 8 K:'vJOBSN2014\14-5833 (Oak Avenue)\CALCS^Pian 4.pti PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Serial Number: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carlsbad, CA (Plan 4) Project Engineer: IRW Project Number: 14-5833 Project Date : March 27, 2014 Geotechnical Report : AGS Report Date : 1308-06 Report Number: February 28, 2014 PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 8 of 8 K:^OBS\2014\14-5833 (Oak Avenue)\CALCS\Pian 4.pti AGS ADVAMCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples Street, Suite 150 San Diego, Califomia 92121 Telephone: (619) 708-1649 Fax: (714) 409-3287 Zephyr Partners 700 2"'' St. Encinitas, Califomia 92024 RECIIVED April 3, 2014 PW 1308-06 ReportNo. 1308-06-B-7 Attention: Subject: Ms. Mandy Miller APR 11 Z014 CITY OF CARLSBAD Geotechnical Foundation Avenue Project (Four Proposed Single-Family Residences), Oak Avenue, Carlsbad, Califomia References: See Attached Gentleperson: In accordance with your request. Advanced Geotechnical Solutions, Inc.'s (AGS) has reviewed the Foundation Plans for the Oak Avenue Project, prepared by Suncoast Post-Tension Ltd., dated April 1, 2014. Specifically, AGS has reviewed sheets PTD, PT-1, PT-2, PT-3, and PT-4 for conformance to the recommendations presented in the Supplemwital Foundation Design and Revised Seismic Design Recommendations Report (2013 c). Based upon our review it is our opinion that the proposed foundation design plans were prepared in general accordance with the recommendations presented in the referenced report. Due to the "low" anticipated expansion index, edge beam embedment of 18 inches is acceptable from a geotechnical perspective. Advanced Geotechnical Solutions, Inc. appreciates the opportunity to provide you with geotechnical consulting services and professional opinions. If you have questions regarding this report, please contact the undersigned at (619) 708-1649. Respectfiilly Submitted, Advanced Geotechnical ons. Inc. Distribution: (3) Addressee Attachments: References ORANGE AND L.A. COUNTIES (714) 786-5661 INLAND EMPIRE (619) 708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 P/W 1308-06 April 3, 2014 ReportNo. 1308-06-B-7 References Suncoast Post-Tensioned Ltd., "Oak Avenue " Carlsbad, Califomia dated April 1, 2014 (SHEETS PTD, PT-1, PT-2, PT-3, and PT-4). City of Carlsbad, Land Development Engineering, Plan Check No. 1 for AGS Geotechnical Feasibility Report Four Single-Family Residences on Oak Avenue (ReportNo. 1308-06-B-2), January 28, 2014. Advanced Geotechnical Solutions, Inc. (AGS 2014b), Response to City of Carlsbad Plan Check No. 1, 1811 Oak Avenue, Carlsbad California (ReportNo. 1308-06-B-6), dated March 5, 2014. Advanced Geotechnical Solutions, Inc. (AGS 2014a), Updated Seismic Design Parameters for Four Proposed Single-Family Residences, Oak Avenue, Carlsbad, Califomia (Report No. 1308-06-B-5), dated February 28, 2014. Advanced Geotechnical Solutions, Inc. (AGS 2013c), Supplemental Foundation Design and Revised Seismic Design Recommendations, Four Proposed Single-Family Residences, Oak Avenue, Carlsbad, Califomia (Report No. 1308-06-B-4), dated November 8, 2013. Advanced Geotechnical Solutions, Inc. (AGS 2013b), Geotechnical Investigation and Foundation Design Recommendations for Four Proposed Single-Family Residences, Oak Avenue, Carlsbad, Califomia (ReportNo. 1308-06-B-3), dated September 25, 2013. Advanced Geotechnical Solutions, Inc. (AGS 2013a), Geotechnical Feasibility Report Four Single-Family Residences on Oak Avenue, Carlsbad, California (report No. 1308-06-B-2), dated September 16, 2013. California Building Standards Commission (CBC), 2013, California Building Code, Title 24, Part 2, Volumes 1 and 2. United States Geological Survey, U.S. Seismic Design Maps, World Wide Web, http://earthquake.usgs.gov/hazards/designmaps/. ADVANCED GEOTECHNICAL SOLLTIONS, INC. lAGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples Street, Suite 150 San Diego, Califomia 92121 Teiephone: (619) 708-1649 Fax: (714) 409-3287 ZEPHYR PARTNERS 11750 Sorrento Valley Road, Suite 230 San Diego.CA 92121 September 16,2013 P/W 1308-06 Report 1308-06-B-2 Attention: Mr. Jim McMenamin Subject: Gendemen: Geotechnical Feasibility Report Four Single-Family Residences on Oak Avenue, Carbbad, California Pursuant to your request. Advanced Geotechnica] Solutions, Inc. (AGS) Feasibility study for the 0.95- acre proposed four lot single-family residential development, located on Oak Avenue, Carlsbad, California. The purpose of this study is to provide Zephyr Partners with geotechnical information that will be utilized as part of the due diligence process toward development of the parcel. It is AGS's understanding that the intended use for the site will be to support 4 single-family residential units and associated improvements. The subject site currently supports an existing single family residence on tbe west side, with the remaining portions of the site covered with a light growth of weeds and scattered trees and bushes. The site is bounded on the north by the easterly terminus of Oak Avenue and to the east by Canyon Street. Site topography generally slopes from a high on the west side to a low on the east side, with elevations ranging from approximately 186 msl in the west to 155 msl in the east. It is our understanding that once the existing structure is demolished the site will be developed into four terraced, single family residential lots witii access afforded from either Oak Avenue or Canyon Street The proposed residential structures wili be one to two stories, wood frame, supported by conventional slab-on-grade or post-tensioned foundation systems. At this time the project is designed for cuts and fills rangii^ from 10 to 15 feet. AGS is currently conducting a geologic and geotechnical study of the project Once completed a detailed geotechnical investi'gati'on will be prepared presenti'ng the results of our site-speciflc subsurface investigation and recommendations for the development of the lots and associated structures. In preparing this Geotechnical Feasibility study, AGS has conducted the following scope of work. • Review of available geologic and geotechnical infonnation fmm regional mapping. • Observations of the site. • Discussion of site geologic conditions, including a seismic hazards evaluation. • Discussion of preliminary remedial grading preliminary foundation recommendations. • Preparation of this report. ORANGE AND L.A. COUNTIES (714)786-5661 INLAND EMPIRE (619)708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 Page 2 P/W 1308-06 September 16,2013 Report 1308-06-B-2 From perspective geotechnical perspective, the key issue is associated with the development of the site are: the removal depths of unsuitable soils onsite; ttie expansion potential of the onsite soils; and the dissimilar bearing characteristics caused by the design cut/SU transitions as shown on the grading plans prepared by Landmark Consuhants. GEOLOGIC DISCUSSION Based upon our experience in the area and review of the referenced geologic maps the 0.96 acre site is likely mantled with a variable thickness (1 to 5 fe^) of topsoil/undocumented fill/residual soil overiying Old Paralic deposits (Q0P2-4). The existing undocumented fill, topsoil/residual soii will likely consist of poorly consolidated silty to sandy soils in a dry and loose state. Hie Old Paralic deposits (Qop2-«) typically consist of mid Pleistocene marine and colluvial genmted reddish brown sandy, silty to clayey deposits. The upper weathered Old Paralic deposits will likely be porous and have unsuitable bearing characteristics in their present state for structures and engineered fills. In general, all of the residual soils and the upper weathwed Old Paralic deposits (I to 3 feet) will require removal in structural fill areas. The nearest mapped landslide is approximately 0.5 mile east of the site. Owing to the relatively stable geologic units at the site, recent maf^ing by others, and lack of geomorphic exfvession, landsliding or other slope stability hazards are not anticipated to be a design issue at this site. The nearest active fauh is the Rose Canyon section of the Newport-lnglewood-Rose Canyon Fault Zone and is approximately 3.0 nules west of the site (Kennedy & Tan, 2007). Accordingly, surface fault rupture is not regarded as a hazard at this site. Liquefaction susceptibility is extremely low, owing to the cohesive and dense nature of the terrace deposits and expected lack of shallow groundwater conditions. Other seismic hazards, such as seismically induced landsliding, rock fall and seiches are regarded as not significant GEOTECHNICAL DISCUSSION Results of previously conducted subsurftce exploration and laboratory testmg in adjacent areas to the site indicate that the onsite soil units will likely consist predominately of coarse-grained soils sandy to silty sand soils with possible infrequent silts and clays. In general, the onsite soils will likely be classified as "Veiy Low" to "Medium" in expansion potential. Within the development, footprint removals and recompaction of the upper three (3) to five (5) fe^ of surface soils will likely be required, localized deeper removals could be required. Removed soils will be suitable for us as compacted fill. It is anticipated that the proposed grading will generally balance and less than 500 cubic yards of import or export will be required. Grade changes will vary from a few feet to as much as ten feet. ADVANCED GEOTECHNICAL SOLI/nONS, INC. Page 3 P/W 1308-06 September 16,2013 Report 1308-06-B-2 Cut and fill slopes constnicted at slope ratios of 2:1 are anti'cipated to be both globally and surficially stable. Owing to the near surface "Very Low to Medium" expansive soil conditions anticipated, it is expected that foundations for use in the single famiiy residences could utilize either "conventional" slab-on-grade or "post-tensioned" foundation system. It is anticipated that once the remedial and cut fill grading is completed the onsite soils will minimally provide a bearing value of 2,000psf. Once stmctural loading conditions are known, appropriate footing sizing and under slab treatment will be provided. 2.0 SUMMARY Based upon AGS's investigation, the 0.95-acre parcel is suited for the proposed single family residential use. There arc no significant seismic hazards that will significantly impact development of the site. Ground shaking is possible fix>m any of the nearby active faults and code values should be utilized for structural design. Near surface soils are expected to be "Vety Low to Medium" expansive. Conventional or post-tensioned slab-on-grade foundation systems should be used for the residential structures. It is expected that removal and recompaction will vary between three (3) to five (5) feet in structurai areas. It is AGS's opinion that the subject site is suitable for the proposed development from a geologic/geotechnical perspective. Once our geotechnical study is completed a preliminary geotechnical report will be prepared suitable for design, regulatory review and bidding. The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact the undersigned. Respectfiilly Submitted, Advanced Geotechnical Solutions, Inc. JEFFREY A. CHANEY, Vice President RCE 46544/GE2314 Distnbution: (4) Addressee ADVANCED GEOTECHNICAL SOLUTIONS, INC. lAGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples Street, Suite 150 San Diego, Califomia 92121 Telephone: (619) 708-1649 Fax: (714) 409-3287 ZEPHYR PARTNERS 11750 Sorrento Valley Road, Suite 130 San Diego.CA 92121 Attention: Mr. Jim McMenamin September 25,2013 P/W 1308-06 ReportNo. 1308-06-B-3 Subject: Gentlemen: Geotechnical Investigation and Foundation Design Recommendations for Four Proposed Single-Family Residences, Oak Avenue, Carlsbad, CaUfomia In acconlance with your request presented herem are the results of Advanced Geotechnical Solutions, Inc.'s (AGS) geotechnical investigation and foundation design recommendations for the fbur proposed single-family residences located on Oak Avenue, Carisbad, California. The recommendations presented in die fbllowing report are based on a limited subsurface investigation perfonned by AGS and associated laboratory testing. It is AGS's opinion, from a geotechnical standpoint, that the subject site is suitable for construction of tbe proposed residences provided the recommendations presented m this report are incorporated into the design, planning and construction phases of site development Included in this report are: 1) engmeermg characteristics of the ons'ite soils; 2) unsuitable soil removal recommendations; 3) grading recommendations; 4) foundation design recommendations; and 5) flatwork recommendations. Advanced Geotechnical Solutions, Inc., appreciates the opportunity to provide you with geotechnical consulting services and professional opinions. If you have any questions, please contact the undersigned at (619) 708-1649. Respectfiilly Submitted, Advanced Geotechnical Solutions, PAUL J. DERISI, Vice President CEG 2536, Reg. Exp. 5-31-15 Distribution: Attachments: (S) Addressee Figure I - Site Location Map Figuie 2 - Geologic Map and Site Exploration Plan; Appendix A - Test Pit Logs Appendix B - Lalx>ratoiy Data; Appendix C - Slope Stability Analysis; Appendix D - General Earthwork Specifications & Grading Guidelines; Appendix E - Homeowner Maintenance Recominendations ORANGE AND L.A. COUNTIES (714)786-5661 INLAND EMPIRE (619)708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 GEOTECHNICAL INVESTIGATION AND FOUNDATION DESIGN RECOMMENDATIONS FOR FOUR PROPOSED SINGLE-FAMILY RESIDENCES^ OAKAVENUE, CARLSBAD, CALIFORNIA r September 25,2013 Pagel PAV 1308-06 Report No. 1308-06-B-3 1.0 SCOPE OF SERVICES This study is aimed at providing geotechnical information as it relates to: 1) existing site soil conditions; 2) discussion ofthe geologic units onsite; 3) seismic hazard analysis; 4) engineering characteristics of the onsite soils; 5) excavation characteristics of earth materials; 6) seismic design parameters for use in the stmctural design of the proposed single family residence; and 7) foundation design parameters for the proposed conventional shallow foundation system. The scope of our study included the following tasks: > Review of pertinent published and unpublished geologic and geotechnical literature, maps, and aerial photographs. > Scheduling with Underground Service Alert. > Excavating and logging six (6) exploratory test pits (Appendix A). > Laboratory Analysis (Appendix B). > Conducting a geotechnical engineering and geologic hazard analysis of the site. > Conducting a liraited seismicity analysis. > Conducting a slope stability analysis (Appendix C). > Determine design parameters of onsite soils as a foundation medium including bearing and fiiction values for foundation soils. > Determine the site-specific seismic design parameters for use in the structiurd design. > Preparation of a geotechnical foundation investigation report witb exhibits summarizmg our iindings. This report would be suitable for design, contractor bidding, and regulatory review. 2.0 GEOTECHNICAL STUDY LIMITATIONS The conclusions and recommendations in this report are professional opinions based on our field investigation, associated lab testing, referenced geologic maps, and our experience in the area. The materials immediately adjacent to or beneath those observed may have different characteristics than those observed. No rqiresentations arc made as to the quality or extent of matnials not observed. Any evaluation regarding die presence or absence of hazardous material is beyond the scope of this finn's services. 3.0 SITE LOCATION AND DESCRIPTION The subject site is located west of 3120 and 3130 Canyon Street and south ofthe easterly terminus of Oak Avenue, Carlsbad, Califomia (see Figure 1). The site ctirrently supports an existing single family residence on the west side of the lot, with the remaining portions of the site covered with light growth of weeds and scattered trees and bushes. The site is boimded to the north by the easterly terminus of Oak Avenue and an existing residence, to the south and west by existing residences, and to the east by Canyon Street. A roughly south to north trending drainage occupies the eastem portion of the site. Elevations range from approximately 186 msl in the west to 155 msl in the east. ADVANCED GEOTECHNICAL SOLUTIONS. INC. N SITE LOCATION MAP OAKAVENUE RESIDENTIAL DEVELOPMENT 1811 OAKAVENUE CARLSBAD, CALIFORNIA PAV 1308-06 FIGURE 1 SOURCE MAP - TOPOGRAPHIC MAP OF THE SAN LUIS REY 7.5 MINUTE QUADRANGLE, SAN DIEGO COUNTY, CAUFORNIA ii»)AGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples Street, Suite ISO San Diegg, Caliromia 92123 Telephone: (619) 708-1649 Fax: (714) 409-3287 September 25,2013 Page 2 P/W 1308-06 ReportNo. 1308-06-B-3 4.0 PROPOSED DEVELOPMENT As we understand the proposed development, the site will be graded to create four terraced building pads which will sq)port the proposed single-family residences and associated improvements. The pads are cunrentiy designed with cuts and fills up to 9 feet and step down in an easterly direction. The proposed residential structures will be one- to two-stories, wood-iramed, and supported by conventional shallow slab-on-grade foundation systems. Thc structures will be surrounded by associated flatwork and landscaping and will likely include some type of bio-retention/filtration devices. Private driveways are planned for access from both Oak Avenue and Canyon Street. 5.0 FIELD AND LABORATORY INVESTIGATION S.l. Field Investigation AGS conducted a subsurface investigation on September 17, 2013 to evaluate the onsite soil and bedrock conditions. Six (6) exploratory test pits were excavated with a backhoe, logged and sampled by our representative to maximum depth of sixteen and a half (16.5) feet below existing grade. Representative bulk soil samples were collected from the test pits fOT laboratoiy testing. Logs of AGS's borings are presented in Appendix A. Results of the associated laboratory testing are presented in Appendix B. The approximate locations of the test pits are shown on Figure 2. 6.0 ENGINEERING GEOLOGY 6.1. Geologic and Geomomhlc Setting The subject site is situated within the Peninsular Ranges Geomorphic Province. The Peninsular Ranges province occtipies the southwestern portion of California and extends southwanl to the southem tip of Baja Califomia. In general the province consists of yotmg, steeply sloped, northwest trending moimtain ranges underlain by metamorphosed Late Jurassic to Early Cretaceous-aged extrusive volcanic rock and Cretaceous-aged igneous plutonic rock of the Peninsular Ranges Batholith. The westonmost portion of the province is predominantly underlain by younger marine and non-marine sedimentary rocks. The Peninsular Ranges' dominant stmctural feature is northwest-southeast trending crustal blocks boimded by active faults of the San Andreas transform system. 6.2. Subsurface Conditions A brief description of the earth materials encountered on this site is presented in the following sections. More detailed descriptions of these materials are provided in the test pit logs inciuded in Appendix A. Based on our site reconnaissance, subsurface excavations, and review of the referenced geologic maps, the site is primarily underlain to the depths explored by Old Paralic Deposits (marine terrace dqwsits). Santiago Foimati'on was encoimtered beneath the Old Paralic Deposits at the east side of the site where test pits were excavated deq>er in the drainage area. Four (4) to eight and one half (8.5) feet of undocumented fill and alluvium overlie the Old Paralic Deposits at this side of the site. ADVANCED GE0TECHNH2AL SOLUTIONS, INC. LESENQi Ay Approximats location of •j^ axploratory trench (AOS, 2013) afu Artificial FIU - Undocumentad Alluvium (bracketed where burled) Qop Old Paralic Deposits (bracketed where buried) Santiago Formation (bracketed whera buried) ^ Approximate location of ' ' geologic contact GRAPHIC SCALE K 40 m m NOTE: BASE MAP IMCEN FROM ZI).8CALE TENTATIVE MRCEL MAP FOR 1811 OAK MmiHUE, CARLSaAD, CAUFORNIA, SHEET 2 PREPARED BV LAttOMARK CONSULTMG FIGURE 2 Geologic Map and Exploration Location Pian SAGS APVANCH) OEOTECHMIQU. SOLUnONS. INC Pr^Mt: Raport Daia: P/W laoa-oe 13OB-06<.3 i<25aoi3 September 25,2013 Page 3 PAV 1308-06 Report No. 1308-06-B-3 6.2.1. Undocumented Fill Soil Undocumented fill soils were encountered in the easterly ponion of the site and are anticipated to exist in the westerly and northeriy portions of the site. Undocumented fill soils were observed to overlay alluvium in the easterly portion of the site and are approximately 2 to 4 feet thick. Undocumented fills are anticipated to overlay Old Paralic Deposits on the westeriy and northerly portions of the site and are estimated to be less than a 5 feet thick. As encoimtered, these materials generally consisted of reddish brawn to daric brown, dry to moist loose to moderately dense, fine- to medium-grained silty sand. 62.2. Alluvium Alluvium was encountered in the drainage area along the easton portion of the site. The alluvium was observed to overlay Old Paralic Deposits and is approximately 2 to 4.5 feet thick. As encoimtaed, the alluvium generally consisted of daric brown, slightly moist to moist, loose to moderately dense, silty sand. 6.23. Old Paralic Deposits, Units 2-4 The site is underlain by Old Paralic Deposits, Units 2-4. These materials can generally be described as orange- to red-brown, dry to moist, raedium dense to dense, fine- to medium- grained sand with silt. 6.2.4 Santiago Formation Santiago Formation was found to underlie the Old Paralic Deposits at the east end of the site and was encountered in our excavations TP-1 and TP-6. These materials can generally be described as slightiy weathered, mottied gray to orange- to red-brown, dry to moist, soft to medium hard, silty to clayey fine- to medium- grained sandstone. A cobble lense was observed at the contact between the Old Paralic Dq)osits and the Santiago Formation. 63. Groundwater Groundwater was not encountered. However, minor seepage was encountered in TP-1 (located in the drainage area at the southeast end of the site) at 12 feet below existing grade. It should be noted that groundwater elevation will fluctuate due to precipitation, storm water nmoff, bio- infiltration devices and iirigation practices. 6.4. Non-seismic Geologic Hazards 6.4.1. Mass Wasting No evidence of mass wasting was observed onsite nor was any noted on the reviewed maps. 6.4.2. Flooding According to available FEMA maps, the site is not in a FEMA identified flood hazard area. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 4 P/W 1308-06 Report No. 1308-06-B-3 6.4 J. Subsidence/Ground Fissuring Due lo the presence of the dense underlying materials, the potential for subsidence and ground fissuring due to s^tiement is unlikely. 6£. Seismic Hazards The site is located in the tectonically active Southem Califomia area, and will therefore likely experience shaking effects fiom earthquakes. The type and severity of seismic hazards affecting the site arc to a large degree dependent upon the distance to the causative fault, the intensity of the seismic event, and the underiying soil characteristics. The seismic hazani may be primary, such as surface rupture and/or ground shaking, or secondary, such as liquefaction or dynamic settiement. The following is a site-specific discussion of ground motion parameters, earthquake- induced landslide hazards, settiement, and liquefaction. The purpose of this analysis is to identify potential seismic hazards and propose mitigations, if necessary, to reduce the hazard to an acceptable level of risk. The following seismic hazards discussion is guided by the Califomia Building Code (2010), CDMG (2008), and Martin and Lew (1998). 6.5.1. Surface Fault Rupture No known active faults have been m^ed at or near the subject site. The nearest known active surface fault is the Del Mar section of the Newport-lnglewood-Rose Canyon fault zone which is approxiraately 3 miles west of the subject site. Accordingly, the potential for fault surfiice rupture on the subject site is low. This conclusion is based on literature review and aerial photographic analysis. 6JS2. Seismicity As noted, the site is within the tectonically active southem California area, and is approximately 3 miles from an active fault, the Del Mar section of the Newport-lnglewood-Rose Canyon fault zone. The potential ousts for strong ground motion that may affect future improvements. At this point in time, non-critical stmctures (commereial. residential, and industrial) are usually designed according to tiie California Building Code (2010) and that of tiie controlling local agency. However, liquefaction/seismic slope stability analyses, critical stmctures, water tanks and unusual stmctural designs will likely require site specific ground motion input. 6,53. Liquefaction Due to the dense nature of the underiying materials and lack of a shallow groundwater table at the project site, the potential for seismically induced liquefaction is considered negligible. 6.5.4. Dynamic Settlement Dynamic settiement occurs in response to an earthquake event in loose sandy earth materials. This potential of dynamic settlement at the subject site is considered remote due to the presence of shallow marine terrace/bedrock and the absence of loose, sandy soils. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 5 PAV 1308-06 Report No. 1308-06-8-3 6.5.5. Seismically Induced Landsliding Evidence of landsliding at the site was not observed during our field explorations nor was any geomorphic features indicative of landsliding noted during our review of published geologic maps. 7.0 GEOTECHNICAL ENGINEERING Presented herein is a general discussion of the geotechnical properties of the various soil types and the analytic methods used in this report 7.1. Material Prooerties 7.1.1. Excavation Characteristics Based on our previous experience with similar projects near the subject site and the mformation gathered in preparing this report, it is our opinion that the undocmnented fill and alluvial soils are readily excavatable witii conventional grading equipment. However, it should be anticipated that well cemented zones could be encountered within the Old Paralic Deposits that rmy be difficuh to excavate. Specialized grading equipment (large excavators and/or bull dozers) may be necessary to efficiently excavate poitions of the paralic deposits. Cuts within the Santiago Formation are not anticipated. 7.1 J. Compressibility The near surface imdocumented fill and alluvial soils are considered to be moderately compressible in their present condition. Compressibility of the paralic deposits is not a geotechnical design concem for the proposed stmctures. 7.U. Collapse Fotential/Hydro-Consolidation Given the relatively thin veneer of undocumented fill and alluvial soils on top of the dense fonnational materials, and the removals proposed herein, the potential for hydro-consolidation is considered remote at the subject site. 7.1.4. Expansion Potential A representative sample of the near surface soils was collected and tested to evaluate the potential for expansion. Testing was performed in general accordance with ASTM D 4829, Test results (Appendix B) indicate that the soils tested possess an expansion index (EI) of I, which corresponds to a "Very Low" expansion potential. Although unlikely, cuts encountering the Santiago Fonnation could encounter clay rich bedrock which could be exhibit "High" expansion potential. 7.U. Shear Stirength Shear strength testing was not conducted on the onsite soils, however based upon our previous experience in the general area with similar soils the values presented in Table 1 are considered to be indicative ofthe onsite soils shear stirengths for compacted fill soils and Old Paralic Deposits. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 6 PAV 1308-06 Report No. 1308-06-8-3 TABLEI SHEAR STRENGTHS Material Cohesion (psf) Friction Angle (dewees) Compacted Fill 100 30 Old Paralic Deposits 200 32 7.1.6. Chemical/Resistivity Test Results Soluble sulfate and chloride, and resistivity testing was conducted on selected samples of the onsite soils (Appendix B). Based upon the results of this testing and our previous experience in the area it is anticipated that the onsite soil will exhibit "negligible" sulfate concentrations whoi classified in accordance witii ACI 318-05 Table 4.3.1 (per 2010 CBC) and are anticipated to be "mildly" corrosive to metals. 7.1.7. Earthwork Adjustments It is anticipated that the onsite fill and alluvial soils wili shrink on the order of 8 to 10 percent when re-compacted. The paralic deposits are anticipated to bulk on the order of 5 to 8 poicent when used to make compacted fill. 7.1.8. Pavement Support Characteristics It is anticipated that tbe onsite soils will have good to moderate support characteristics. Dependuig upon the final distribution of site soils, pavement support characteristics could vary. If stiuctural pavements are to be consbucted (concrete or asphaltic concrete), an "R"-value of 30 can be utilized for the preliminary design of pavements. Final design should be based vpoa representative sampling of tbe as-graded soils. 7,2. Slope Stability One slope stability anaiysis was conducted for cuts in Old Paralic Deposits or fill slopes utilizing the lower shear strength values presented in Table 1. Based upon our analysis both cut and fill slopes are anticipated to be grossly and surficially stable in cut and natural slopes owing to their lack of defined bedding and the granular nature of these deposits. The maximura 2:1 (H:V) cut/fill slope on the project as designed is on the order of 13 feet. Slope stability analyses were performed using tiie Modified Bishop Method for circular failure surfaces. Stability calculations were conqiiled using STEDwin in coi^unction witb GSTABL7 computer code. The results of our analyses are presented on Plate C-1 (static case) and C-2 (seismic/pseudo-static case) in Appendix C. Additionally, a surficial slope stability analysis was conducted and is presented on Plate C-3. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 7 PAV 1308-06 ReportNo. 1308-06-8-3 8.0 CONCLUSIONS AND RECOMMENDATIONS Construction of the proposed residential stmctures and associated improvements is considered feasible, from a geotechnical standpoint, provided that the conclusions and recommendations presented herein are incorporated into the design and constmction ofthe project. Presented below are specific issues identified by this study as possibly afTecting site development Recommendations to initigate these issues are presented in the text ofthis rqx>rt. 8.1. Grading Regnim^ei^def 8.1.1. Unsuitable Soil Removals In areas to receive settiement sensitive stmctures, all undocumraited fill, alluvium, topsoil/residual soiL and highly weathered formational materials should be removed. It is anticipated that the upper 2 to 5 feet of the onsite soils will require removal and recompaction for the support of settiement sensitive stractures. Localized areas along the easterly boundaiy in the active drainage will likely require deqser removals on the order of 9 to 10 feet. Minimally the removals should extend a lateral distance of at least 5 feet beyond the limits of settiement sensiti've stmctures or fill embankments. If deeper removals are poformed, the removals should extend a lateral distance equal to the depth of removal beyond the improvement limits (where possible). Removal bottoms should expose competent formational materials in a firm and unyielding condition. The resulting removal botioms should be observed by a representative of AGS to verify that adequate removal of unsuitable materials have been conducted prior to fill placement In general, soils removed during remedial grading will be suitable for reuse in coinpacted fills, provided they are properly moisture conditioned and do not contain deleterious materials. Grading shall be accomplished under the observation and testing of the project soils engineer and engineering geologist or their authorized represoitative m accordance with the recommendations contained herein, the current grading ordinance of the City of CarJsbad. 8.1.2. Earthwork Considerations 8.1.2.1. Compaction Standards Fill and processed natural ground shall be compacted to a ininimum relative compaction of 90 pereent, as determined by ASTM Test Method: D 1557. Compaction shall be achieved at or slightly above the optimum moisture content and as generally discussed m the aftached Earthworic Specifications (Appendix D). 8.1.2.2. Treatment of Removal Bottoms At the completion of unsuitable soil removals, the exposed bottom should be scarified to a minimum depth of eight inches, moisture conditioned to above optimum moisture and compacted in-place to tbe standards set forth in this report. 8.1.2.3. FiU Placement Fill should be placed in thin lifts (eight-mch bulk), moisture conditioned to at or slightiy above tiie optimum raoisture conient, imiforraly mixed, and coinpacted by the use of ADVANCED GEOTECHNICAL SOLUTIONS, INC. Sepiember 25,2013 Page 8 P/W 1308-06 Report No. 1308-06-B-3 both wheel rolling and kneading type (sheeps foot) compaction equipment until the designed grades are achieved. 8.1.2.4 Fill Siope Construction Fill slopes shall be overfilled to an extent detennined by die contractor, but not less than two (2) feet measured perpendicular to the slope face, so that when trimmed back to the compacted core, the required compaction is achieved. Compaction of each fill lifi should extend out to tiie temporary slope face. BackrolUng during mass filling at intervals not exceeding four (4) feet in height is recommended unless more extensive overfill is undertaken. As an altemative to overfilling, fill slopes may be built to the finish slope face in accordance with the following recommendations: > Compaction of each fill lift shall extoid to the face of tbe slopes. > Backrolling during mass grading shall be undertaken at intervals not exceeding four (4) fe^ in height. Backrolling at more fiequent intervals may be required. > Care should be taken to avoid spillage of loose materials down the face of the slopes during grading. > At con^leticHi of mass filling, the slope surfiice shall be watered, sluyjed and compacted first with a sheepsfoot roller, thai with a grid roller operated fiiom a side boom Cat or equivalent, such that compaction to project standaids is achieved to the slope face. Proper seeding and planting of the slopes should follow as soon as practical, to inhibit erosion and deterioration of the slope surfaces. Proper raoisture control will enhance the long-term stability ofthe finished slope surface. S.13. Cut/Fill Transition Lots Where design grades and/or remedial grading activities create a cut/fUl transition, the cut and shallow fill portions of the building pad shall be overexcavated a minimum depth of three feet or 18 inches below the bottom of the proposed footings (whichever is deeper) and replaced with compacted fill. These remedial grading measures are recommended in order to mimmize the potential for differential settiements between cut and fill areas. The undercut should be graded such that a gradient of at least one percent is maintained toward deeper fill areas or the fiont of flie lot 8.2. Design Recommendations It is our understancUng that the proposed foundations will consist of slab-on-grade foundation systems supporting the proposed one- to two-stoiy wood-fiame residential stinctures. h is our furtiier understanding that the foundation system will be conventionally reinforced with steel reinforcing bars. Design recommendations are provided herein. In addition to the structure, associated driveways, hardscape and landscape areas are proposed. From a geotechnical ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 9 PAV 1308-06 Report No. 1308-06-8-3 perspective these proposed iraprovements are feasible provided that the following recommendations are incorporated mto the design and construction. 8.2.1. Foundation Design Criteria The single-family residemial structures can be supported on conventional shallow foundations and slab-on-grade systeins. The expansion potentia] of the underiying soils is anticipated to be "Very Low" to "Tow". The following values may be used in the foundation design. Allowable Bearing: 2000 lbs./sq.ft. Lateral Bearing: 250 lbs./sq.ft. at a deptii of 12 inches plus 125 IbsVsq.ft. for each additional 12 inches erabedraent to a maximum of 2000 lbs7sq.ft. Sliding Coefflcient: 0.35 Settlement: Total = 3/4 inch Differential: 3/8 mch in 20 feet The above values may be mcreased as allowed by Code to resist transient loads such as wind or seismic. Building Code and stmctural design considerations may govem. Depth and reinforcement requirements should be evaluated by the Stmctural Engineer. 8.2.2. Seismic Design Parameters The following seismic design parameters are presented to be code compliant to the California Building Code (2010). The subject lots have been identified to be site class "D" in accordance witii CBC. 2010, Table 1613.5.3 (1). The lots are located at Latitoide 33.166847* N and Longitude 117.332764' W. Utilizing this information, tiie computer program USGS Earthquake Ground Motion Parameters Version 5.1.0 and ASCE 7 criterion, tiie following (see table 2) seismic design categoiy for 0.20 seconds (Ss) and 1.0 second (S|) period response accelerations can be detennined (C^C, 2010 1613.5.5.1) along with the design spectral response acceleration (CBC, 2010 1613.5.4) are presented. ADVANCED GEOTECHNICAL SOLUTIONS, INC September 25,2013 P/W 1308-06 Page 10 ReportNo. 1308-06-B-3 Table 2 Seismic Design Criteria Mapped Spectral Acceleration (0.2 sec Period), Ss 0.538g Mapped Spectral Acceleration (1.0 sec Period), S| 0.169g Site Coefficient F, 1.37 Site Coefficient F, 2.123 MCE Spectral Response Acceleration (0.2 sec Period), SMs 0.737g MCE Spectral Response Acceleration (1.0 sec Period), SM| 0.359g Design Spectral Response Acceleration (0.2 sec Period), SDs 0.491g Design Spectral Response Acceleration (1.0 sec Period), SD| 0.240g S.23. Foundation Design 8.2.3.1. Conventional Foundations Based upon the onsite soil conditions and information supplied by the 2010 CBC, conventional foundation systeras should be designed'm accordance with Section 8.2.1 and the following recomraendations. > One-story - Interior and exterior footings should be a minimum of 12 inches wide and extend to a depth of at least 12 inches below lowest adjacent grade. Footing reinforcement should minimally consist of four No. 4 reinforcing bars, two top and two botiom or two No. 5 reinforcing bars, one top and one bottom. > Two-story - Interior and exterior footings should be a minimum of 15 inches wide and extend to a depth of at least 18 inches below lowest adjacent grade. Footing reinforcement should minimally consist of four No. 4 reinforcing bars, two top and two botiom or two No. 5 reinforcing bars, one top and one bottom. > Slab - Conventional, slab-on-grade floors, underlain by "low" expansive compacted fill, should be five or more inches thick and be reinforced with No. 3 or larger remforcing bara spaced 15 inches on center each way. The slab reinforcement and expansion joint spacing should be designed by tiie Stractural Engineer. > Embedment - If exterior footings adjacent to drainage swales are to exist within five feet horizontally of the swale, the footing should be erabedded sufficiently to assure embedment below the swale botiom is maintained. Footings adjacent to slopes should be embedded such that a least seven feet are provided horizontally fixim edge of the footing to the face of the slope. > Garage - A grade beam reinforced continuously with the garage footings shall be constmcted across the garage entiance, tying together the ends of the perimeter footings ADVANCED GEOTECHNICAL SOLUnONS, INC. September 25,2013 Page 11 PAV 1308-06 Report No. 1308-06-8-3 and between individual spread footings. This grade beam should be embedded at tbe same dqith as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided at the garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and reinforcement should be the same as the structure. Slab thickness, reinforcement and unda--slab treatment should be the same as the stracture. > Isolated Spread Footings - Isolated spread footings should be embedded a minimum of 18 inches below lowest adjacent finish grade and should at least 24 inches wide. A grade beam should also be constiucted for interior and exterior spread footings and should be tied into the stiucture in two orthogonal directions footing dunensions and reinforcement should be similar to the aforementioned continuous footing recommendations. Final depth, width and reinforcement should be d<^ermined by the stmctuial engineer. 8.2.4. Under Slab Prior to concrete placement the subgrade soils should be moisture conditioned to optimum moisture content A moisture and vapor retarding system should be placed below the slabs-on-grade in portions of the structure considered to be moisture sensitive. The retarder should be of suitable composition, thickness, strength and low penneance to effectively prevent the migration of water and reduce the transmission of water vapor to acceptable levels. Historically; a 10-mil plastic membrane, such as Visqueen, placed between one to four inches of clean sand, has hem used for this puipose. More recently Stego* Wrap or similar underlayments have been used to Iowa- permeance to effectively prevent the migration of water and reduce the transmission of water vapor to acceptable levels. The use of this system or other systems, materials or techniques can be considered, at the discretion of the designer, provided the system reduces the vapor utmsmission rates to Acceptable levels. 8.2.5. Deepened Footings and Structural Setbacks It is generally recognized tiiat improvements constructed in proximity to natural slopes or properly constracted, manufactured slopes can, over a period of time, be affected by natural processes including gravity forces, weathering of surficial soils and long-term (secondary) settiement. Most building codes, including the Califomia Building Code (CBC), require lhat structures be set back or footings deepened, where subject to the influence of these natural processes. For the subject site, where foundations for residential structures are to exist in proximity to slopes, the footings should be embedded to satisfy the requiremonts presented in Figure 3. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 P/W 1308-06 Page 12 ReportNo. 1308-06-8-3 FIGURE 3 FACE or FOOTING FACE OF STRUCTIJRE H/3 BUT NEED NOT EXCEED 40 FT. MAX. ««^BUT NEED NOT EXCEED 15 FT. MAX. 8.2.6. Concrete Design Our previous experience in the general area and our recent testing indicates onsite soils exhibit a "negligible" sulfate exposure when classified in accordance with ACI 318-05 Table 4.3.1 (par 2010 CBC). However, some fertilizera have been known to leach sulfates into soils othenvise containing "negligible" sulfate concentrations and increase the sulfate concentrations to potentially detiimental levels. It is incumbent upon the owner to detennine whether additional protective measures are warranted to mitigate the potential for increased sulfate concentrations to onsite soils as a result of tiie future homeowner's actions. 8.2.7. Corrosion Resistivity tests peiformed indicate that the onsite soils are "mildly " corrosive to buried metallic materials. It is our understanding that only the last ten feet of the domestic and fire waterlines will be metallio, with the remainder of these lines being non metallic. Further, the proposed plumbing for each stiucture will not be located under slab but will be located m the walls and roofs. Provided that all metallic piping is wrapped with a suitable corrosion inhibiting material (foam, plastic sleeve, tape, or similar products) and that non-aggressive backfill (sand) soils are placed around all metallic pipe, no other requirenents are deemed necessary lo address the "mildly^ corrosive soils found onsite. 8.2.8. Retaining Wails The following earth pressures are recommended for the design of retaining walls onsite: ADVANCED GEOTECHNICAL SOLUTIONS, INC. Sqitember 25,2013 Page 13 PAV 1308-06 Report No. 1308-06-8-3 Static Case Rankine Equivalent Fluid i.PVPiR«p|{fin Coeflicient of Active Pressure: K, = 0.31 38 Coefficient of Passive Pressure: Kp = 3.25 407 Coefficient of al Rest Pressure: Ko = 0.47 59 Rankine Equivalent Fluid 2 :1 Backfill Coefficients Pressure (nsfi1in.ft.) Coefficientof Active Pressure: K,-0-47 59 Coeflicient of Passive Pressure: Descending Kp (-)= 1.23 154 Coefficientof At Rest Pressure: Ko = 0.72 90 Seismic Case In addition to the above stati'c pressures, unrestrained retaining walls should be designed to resist seismic loading. In order to be considered unrestrained, retaining walls should be allowed to rotate a miiumum of roughly 0.004 tiraes the wall height. The seisinic load can be modeled as a thrast load apphed at a point 0.6H above the base of tiie wall, where H is equal to the height of the wall. This seismic load (in pounds per lineal foot of wall) is represented by the following equation: Pe = ya VH^*ki. Where: H = Height oftiie wall (feet) Y = soil density = 125 pounds per cubic foot (pcf) kh = peak horizontal ground acceleration^ 0.4 g Walls should be designed lo resist tiie combined effects of static pressures and the above seismic thrust load. The foundations foi retaining walls of appurtenam stractures stmcturally separated fixim the building stracture may bear on properly conqiacted fill. A bearing value of 2,000 psf may be used for design of reiaining walls. Retaining wall footings should be designed to resist the lateral forces by passive soil resistance and/or base friction as reconimended for foundation lateral resistance. To relieve the potential for hydrostatic pressure wall backfill should consist of a free draining backfill (sand equivalent "SE" >20) and a heel drain should be constracted. The heel drain should be place at the heel of the wall and should consist of a 4-inch diameter perforated pipe (SDR35 or SCHD 40) surrounded by 4 cubic feet of crashed rock (3/4-inch) per lineal foot, wrapped in filter fabric (Mu^* 140N or equivalent). Proper drainage devices should be installed along tiie lop of the wall backfill, which should be properly sloped lo prevent surface waler ponding adjacenl lo tiie wall. In addition to the wall ADVANCED GEOTECHNICAL SOLUTIONS, INC. Sepiember 25,2013 Page 14 P/W 1308-06 Report No. 1308-06-8-3 drainage system, for building perimeter walls extending below the finished grade, the wall should be waterproofed and/or damp-proofed to effectively seal the wall from moisture infiitiation through the wall section lo the inlerior wall face. The wall should be backfilled with granular soils placed in loose lifts no greater lhan 8-inches thick, at or near optimura moisture content, and mechanically compacted to a minimum 90 percenl relative corapaction as determined by ASTM Test Method D1557. Flooding or jetting of backfill materials generally do nol resuh in the required degree and uniformity of compaction and, therefore, is not recoinmended. The soils engineei or his representative should observe the retaining wall footings, backdrain installation and be present during placeraent of the wall backfill to confirra that the walls are properly backfilled and compacted. 8J. Utilitv Trench Excavation All utility trenches should be shored or laid back in accordance with applicable OSHA standards. Excavations in bedrock areas should be made in consideration of underiying geologic stracture. AGS should be consulted on these issues during constraction. 8.4. Utilitv Trench BackfUI Mainline and lateral utility trench backfiU should be compacted lo at least 90 percent of maximum dry density as d^omined by ASTM D 1557. Onsite soils wiU not be suitable for use as bedding material but will be suitable for use in backfill, provided oversized materials are removed. No surcharge loads should be imposed above excavations. This includes spoil piles, lumber, concrete trucks or other constraction materials and equipment Drainage above excavations should be direcied away from the banks. Care should be taken to avoid saturation of the soils. Compaction should be accomplished by mechanical means. Jetting of native soils wiU not be acceptable. 8.5. Exterior Slabs and WaUcwavs 8.5.1. Subgrade Compacdon The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be compacted lo a minimum of 90 percent relative compaction as determined by ASTM D 1557. 8.5 J. Subgrade Moisture The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be moistiire conditioned to a minimum of 110 percent of optimum moisture content prior to concrete placement. 8.53. Slab Thickness Concrete flatwork and driveways should be designed ulilizing four-inch minimum Ihickness. ADVANCED GEOTECHNICAL SOLUHONS, INC. September 25,2013 Page 15 PAV 1308-06 Report No. 1308-06-B-3 8.5.4. Control Joints Weakened plane joints should be installed on walkways at intervals of approximately eight lo ten feet. Exterior slabs should be designed to withstand shrinkage of the concrete. 8.5.5. Flatwork Reinforcement Consideration should be given to reinforcing any exterior flatwork. 8.5.6. Thickened Edge Consideration should be given to consbucl a thickened edge (scoop fooling) at tiie perimeter of slabs and walkways adjacent to landscape areas lo minimize moisture variation below these improvements. The thickened edge (scoop footing) should extend approximately eight inches below concrete slabs and should be a niinimum of six inches wide. 8.6. Plan Review Once grading and foimdation design plans become available, they should be reviewed by AGS to verify that the design recommendations presented are consistenl with the proposed constraction. 8.7. Geotechnical Review As is the case in any grading project multiple woricing hypotheses are established utilizing the available data, and the most probable model is used for the analysis. Information collected during the grading and construction operations is intended to evaluate these hypotheses, and some of the assumptions summarized herein may need to be changed as raore information becomes available. Some modification of the grading and constraction recommendations may become necessary, should the conditions encountered in the field differ significantiy than those hypothesized to exist. AGS should review the pertinent plans and sections of the project specifications, to evaluate conformance with the intent of the reconimendations contained in this report. If the project description or final design varies fixmi lhat described in this report, AGS must be consulted regaiding the applicability of, and the necessity for, any revisions to the recommendations presented herein. AGS accepts no liability for any use of its recommendations if the project description or final design varies and AGS is not consulted regarding the changes. 9.0 SLOPE AND LOT MAINTENANCE Maintenance of improvements is essential to die long-term perfonnance of structures and slopes. Although the design and constraction during mass grading is planned to create slopes that are both grossly and surficially stable, certain factors are beyond the control of the soil engineer and geologist The homeownera must inclement certain raaintenance piocedures. The following recoinmendations should be implemoiled. ADVANCED GEOTECHNICAL SOLUTIONS, INC. Sepiember 25,2013 Page 16 P/W 1308-06 Report No. 1308-06-B-3 9.1. Slooe Planting Slope planting should consist of ground cover, shrabs and trees that possess deqi, dense root stractures and require a minimum of irrigation. The resident should be advised of their responsibility to maintain such planting. 9.2. Lot Drainage Roof, pad and lot drainage should be collected and directed away from stractures and slopes and loward approved disposal areas. Design fine-grade elevations should be maintained through the life ofthe stracture or if design iine grade elevations are altered, adequate area drains should be installed in orda to provide rapid discharge of water, away from stractures and slopes. Residents should be made aware that they are responsible for mamtenance and cleanmg of all drauiage terraces, down drains and other devices that have been instaUed lo promote structure and slope stability. 93. Slpp^frrigytlp^ The resident, homeowner and Homeowner Association should be advised of their responsibility to maintaui urigation systems. Leaks should be repaired unmediately. Sprinklers should be adjusted to provide maxiraum unifoim coverage with a minimum of water usage and overlap. Overwatering with consequent wasteful ran-off and ground saturation should be avoided. If autoinatic sprinkler systems are installed, their use must be adjusted to account for natural rainfall conditions. 9.4. Burrowing Animals Residents or homeownera should undertake a program for the eUmination of buirowing animals. This should be an ongoing program in order to maintain slope stability. 10.0 LIMITATIONS This report is based on the project as described and the informaticm obtained from the referenced geotechnical investigation rqjort and the excavations at the ^proximate locations indicated on the Figuie 2. The findings are based on tiie resuhs of die field, laboratoiy, and ofBce mvestigations combined with an interpolation and extrapolation of conditions between and beyond the excavation locations. The results reflect an uiteipretation of the direct evidence obtained. Services performed by AGS have been conducted in a manner consistent witii tiiat levd of care and skiU ordinarily exercised by members of the profession cuirently practicing in the same locality undo* similar conditions. No other representation, either expressed or implied, and no warranty or guarantee is included or intended. The recommendations presented in this report are based on tiie assumption that an appropriate level of field review will be provided by geotechnical engineera and engineering geologists who are familiar with the design and site geologic conditions. That field review shall be sufficioit to confinn that geotechnical and geologic conditions exposed during grading are consistent with the geologic representations and corresponding recommendations presented in this report. AGS should be notified of any pertinem ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 17 PAV 1308-06 Report No. 1308-06-8-3 changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. The dala, opinions, and recommendations of this report are applicable to the specific design of this project as discussed in this report. They have no appUcability lo any other project or to any otiier location, and any and aU subsequent users accept any and all liability resulting fixim any use or reuse of the data, opinions, and recommendations without tiie prior written consent of AGS. AGS has no responsibility for constraction means, methods, techniques, sequences, or piocedures, or for safety precautions or programs in connection witii tiie constraction, for the acts or omissions of tiie CONTRACTOR, or any other person perfonning any ofthe constraction, or for tiie failure of any of them to carry out the constraction in accordance with the final design drawings and specifications. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 18 PAV 1308-06 Report No. 1308-06-B-3 REFERENCES .Advanced Geoteciinicai solutions. Inc. (AGS 20U).Geoteclmical Feasibility Reporl Four Single-Family Residences on Oak Avenue, Carlsbad. Califomia, dated 9/16113 (report No. 1308-06-B-2) American Conaete bistitute, 2002, Building Code Requirements far Structural Concrete (ACI318M-02) and Commentary (ACl 318RM-02), ACI hitemational, Farmington Hills, Michigan. American Society for Testing and Materials (2008), Annual Book of ASTM Standards, Section 4, Constmction, Volume 04.08. Soil and Rock (I), ASTM hiteniational. West Conshohocken, Pennsylvania. California Code of Regulation, Title 24,2010 Califomia Building Code, 3 Volumes. Kennedy, M.P., Tan, S.S., et. al., 2007, Geologic Map oftiie Oceanside 30' x 60' Quadrangle, Califomia, California Geological Survey: Regional Geologic Map No. 2, scale 1:100,000. ADVANCED GEOTECHNICAL SOLUTIONS, INC. APPENDIX A TEST PIT LOGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Pagel P/W 1308-06 Report No. 1308-06-B-3 Project OAK AVENUE Date Excavated 9/17/2013 Logged by JEH Equipment CAT 420F Backhoe TABLE 1 LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description TP-1 0.0-4.0 SM ARTIFICIAL FILL - UNDOCUMENTED (afu): SILTY SAND, red brown, dry, loose; porous. @ 3.0 ft. slightiy moist to moist, moderately dense. 4.0-8.5 SM ALLUVIUM (Oal); SILTY SAND, dark brown, moist, loose to mcxierately dense. 8.5-12.0 SM OLD PARALIC DEPOSITS Units 2-4 (Ooo^J): SILTY SAND, orange brown, moist to wet, dense. @ 9.0 ft. increase in silt; pocket with iron concretions. 12.0-16.5 SM-SC SANTIAGO FORMATION (Tsa): SILTY to CLAYEY SAND, mottied orange and gray, moist, dense; large pockets of green gray clayey sand. TOTAL DEPTH 16.5 FT. SEEPAGE® 12.0 FT. NO CAVING BULK SAMPLE TAKEN @ 6.0 FT. TP-2 0.0-9.0 SM OLD PARALIC DEPOSITS Units 2-4 (OoD^); SILTY SAND, medium- to coarse-grained, orange brown, dry, medium dense. @ 1.0 ft. slightiy moist, dense. @ 5.0 ft. very dense. TOTAL DEPTH 9.0 FT. NO WATER, NO CAVING BULK SAMPLE TAKEN @ 4.0 FT. TP 3 0.0-6.5 SM OLD PARALIC DEPOSITS Units 2-4 fOop.^): SILTY SAND, brown, dry, loose; highly disturbed to 2.0 ft. due to gophers. @ 2.0 ft. medium- to coarse-grained, orange brown, slightly moist, dense. @ 5.0 ft. very dense. September 17,2013 Page 2 P/W 1308-06 Report No. 1308-06-B-3 TOTAL DEPTH 6.5 FT. NO WATER, NO CAVING TP-4 0.0-5.0 SM OLD PARALIC DEPOSITS Units 2-4 (Oopiwt); SILTY SAND, brown, dry, loose; highly weathered to 1.0 ft. @ 1.0 ft. medium- to coarse-grained, orange brown, slightiy moist, dense. @ 5.0 ft. very dense. TOTAL DEPTH 5.0 FT. NO WATER, NO CAVING BULK SAMPLE TAKEN @ 5.0 FT. TP-5 0.0-4.0 SM OLD PARALIC DEPOSITS Units 2-4 (Oop^^); SILTY SAND, brown, dry, loose; highly weathered to 1.0 ft. @ 1.0 ft. medium- to coarse-grained, orange brown, slightiy moist, dense. TOTAL DEPTH 4.0 FT. NO WATER, NO CAVING TP-6 0.0-2.0 SM ARTinCIAL FILL - UNDOCUMENTED (afu); SILTY SAND, brown, dry, Icxjse; porous. 2.0-4.0 SM ALLUVIUM (Oal); SILTY SAND, dark brown, slightiy moist, loose to moderately dense. 4.0-10.0 SM OLD PARALIC DEPOSITS Units 2-4 (Ooo,-^); SILTY SAND, reddish brown, slightiy moist, moderately dense. @ 6.0 ft. moist, medium dense. 10.0-12.0 SM SANTIAGO FORMATION (Tsa): SILTY SAND, orange brown, moist, dense; observed two 4" diameter rounded cobbles. SC @ 11.0 ft. mixed wifli large portions of CLAYEY SAND, gray, moist, dense; with small iron concretions. TOTALDEPTH 12.0 FT. NO WATER, NO CAVING BULK SAMPLE TAKEN @ 11.0 FT. APPENDDC B LABORATORY DATA ADVANCED GEOTECHNICAL SOLUTIONS, INC. SOIL CORROSION Edfrth ' 5(r3(.<i, Inc. Cr«tcchiiicat Envlronmrmat AINI Af»l«ri>ls lesHnQ ConsuUMIs se rtf R PiofiE .anTCR senvice. sencH nesuL is pH: P CTM 643, • ASTM GSI Container ljumber: 12 pH of Soil (after 1 hour stabilization):! 6.7 RESISTIVITY: • CTM 643, • ASTM G 57 Trial Number: 1 2 2 4 5 Water Adj. (mL): 0 +10 +10 Dial Reading: 1.6 1.2 1.2 Multiplier: 10K 10K IOK Resitivity (ohm-cm): 16K 12K 12K Container Numl>er: 11 Minimum Resistivity (ohm-cm)i| 12K SULFATE CONTENT: • CTM 417 ASTM D 516 Container Number; Post-Extraction Dilution: 1:25 Blank Reading (NTU): 119.0 Test Reading (NTU): 133.0 Net Reading (NTU): 14 Sulfate Content (mg/kg or ppm)i Sulfate Content (% by wgt): 540 0.054 CHLORIDE CONTENT: • CTM 422,4l ASTM D 512B Container Number: Post-Extraction Dilution: 1:50 Titration Count (n): 12 Chloride Content (mg/kg or ppm): Chloride Content (% by wgt): 30 0.003 MAXIMUM DENSITY ASTMD 1557 Boring/ TP No.: Sample Number: Depth (feet): 1 Bulk Project Number: Project Name: Date: 1308-06 Oak Ave. 9/20/2013 Soil Description: (SM) Very dark brown Silty Sand with trace Grave! Procedure: A (-No.4) [x] B(-3/8")I) C(-3/4")[] Preparation: Moist [x] Dry [1 Rammer: Manual lx| Mechanical Test No: 1 2 3 4 5 MoLsture Adjustment (+mL): 0 +50 + 100 &• Conipacted Soi) * Mold (g); S6S6 5818 5839 w c Mold Weight (g): 3705 3705 3705 Q Net Soil Weight (g): 1951 2113 2134 t Container Na: N/A N/A N/A N/A N/A a (n Container Weight (g); 0 0 0 0 0 O Wet Soil + Container (g): 189.0 182.6 176.5 Dry Soil + Container (g): 179.1 169.5 161.0 S3 Moisture Content (%): 5.5 7.7 9.6 (A Wet Density (pcf); 129.0 139.8 141.1 Oi Dry Density (pcf): 122.3 129.7 128.7 Oversize Material Data Oversize Material (g): Minus Material (g): Total Sample Weight (g): Rocit Specific Gravity (Gs): 2.65 Oversize Content (%): <5 Raw Curve Oata (<S% Rock) Maximum Dry Density (pcf): 131.0 Optimum Moisture Cont (%); 8.5 Rock Corrected Values (O 4718) Maximura Dry Density (pcf): Optimum Moisture Cont (%): Ovei-size Correction (%); ..- 1V> s M G S 120 (30.'? ee.s Tested By:. Calculated By; Checked BY: " JI JL MWG Date: 9/20/2013 Date: 9/20/2013 Date: 9/20/2013 Earth - Strata, Inc. OMIKtnkU btrJnmmiiWaMtMMifidi roWtCMMtMn 8£rrER PlOPit IBCTTER SHMCf • BfTTEf) Mmit i 10 IS MoUluri ConMni («l Rev. 04/07 MAXIMUM DENSITY ASTM D 1557 Bering/TP No. Sample Niiniliei-. Depth (feet) Soii Description Procedure: A (-No.4} [xJ B (-3/8") (] C(-3/4")[] Bulk Project Numlicr: Project Name- Date: 1308-06 Oak Ave. 9/20/2013 (SC) Yellowish brown Clayey Sand with trace Gravel Preparation: Moisl [x] Dry |] Rammer; Manual [x] Mechanical Test No: 1 2 3 4 5 Moisture Adjustment (miL): 0 +50 +100 Compacted Soil + Mold (g): 5585 5739 5786 M C Mold Weight (g): 3705 3705 3705 O Net Soil Weight (g): 1880 2034 2081 Qi u. Container No.: N/A N/A N/A N/A N/A s ... Container Weight (g): 0 0 0 0 0 o Wet Soil + Container (g): 160.8 160.3 164.1 Di-y Soil + Container (g): 149.6 146.9 146.2 !3 Moisture Content (%): 7.5 9.1 12.2 3 8 Wet Density (pcf): 124.3 134.5 137.6 ee. Dry Density (pcQ: 115.7 123.3 122.6 Oversize Material Data Oversize Materia) (g): Minus Material (g): Total Sample Weight (g): Rock Specific Gravity (Gs): 2.65 Oversize Content (%): <5 Raw Curve Data (<5% Rock] Maximum Dry Density (pcf): 126.0 Optimum Moisture Cont (%); 10.0 Rock Corrected Values (D 4718) Maximum Dry Density (pcQ: Optimum Moisture Cont {%): Oversize Correction (%); b 1 f MD Tested By: Calculated By; Checked BY; " JL MWG Date; 9/20/2013 Date: 9/20/2013 Date; 9/20/2013 Earth - Strata, Unc, SMKhiM, tmimnHittlmtlMnUt raHngCeftnuiMti BirrtR ftont • Btrm soMcc • BSUIH Resmis 10 15 MolsKirt Content t%) Rev. 04/07 EXPANSION INDEX ASTM D 4829, UBC 18-2 Earth - Strata^ Inc. Gaotachnical, Emrtroiunantal and Matariala TaaUng Conauttaata flETTER PeOPLB • BCTTCff SERWCC • BCTWR RESUL TS Boring/ TP/ Lot Na: TP 2 )ob Na: 1308-06 Deptii: 4' Project Name: Oak Ave. Soil Description: SC Sample No.: Bulk Tech: MWG Date: 9/20/2013 MOLDING DATA MOISTURE DATA Initial Moisture (%) 10.4 Moisture Can No. N/A 34 Soil + Ring (g) 461.5 Wt of Wet Soil 160.8 321 Ring (g) 67.5 WL of Dry Soil 149.6 296.9 Wet Soil (g) 394 Tare(g) 0 65.4 Dry Soil (g) 356.9 Moisture Content (%] 7.5 10.4 Wet Density (pcf) 118.9 Dry Densi^ (pcf) 107.7 COARSE MATERIAL Water Density (pcf) 11.2 PlusNa4(%) <5 Volume of Solids (cf) 0.639 Volume of Voids (cf) 0.361 UBC REPORT RANGES Degree of Saturation (%) 49.7 0-20 Very Low 21-50 Low TEST DATA 51-90 Medium Height (in) Time (h:m; Date 91-130 High Load 0.9 1:53 9/20/2013 >130 Very High Inundate 0.898 2:03 9/20/2013 Reading 0.895 1:00 9/21/2013 FINAL RESULTS Reading i ^(pansion Index (Elja) 0 Reading : El Classification Very Low EI (measured) -3 Calculated By: MWG Date: 9/21/13 Checked By. Date: Machine No. 3 Earth - Strata, /nc, Gaofchnial, Bmlnum»nM tni Mfritlt Tmttnt Con$ull»nlt BerrBR PEOPLE . scrrEO SERVKS . SETTER RESULTS CTM 643, CTM 417, CTM 422 CORROSION SUITE Boring/ TP/ Lot No.: Depth (feet): Sample No.: Soil Description: TP-2 SC Project No.: Project Name: Technician: Test Date: 1308-06 Oak Ave. MWG 9/20/2013 Sample Identification pH Minimuin Resistivity fobm-cm) Sulfote Content (mg/kg) SuUate Content (% bywRt) Chloride Content fDPm) 6.7 12000 540 .054 .003 The subject soil sample was processed in accordance wich CaHfornia Test Method CTM 643 and tested for pH / Minimum Resistivty (CTM 643), Sulfate Content (CTM 417) and Chloride Content (CTM 422). APPENDIX C SLOPE STABILITY ANALYSIS ADVANCED GEOTECHNICAL SOLUHONS, INC. 120 Oak Avenue, Carlsbad - P/W 1308-06 13 ft Cut or Fill Slope c.Wsers\iuliVdesktop\agsV130B-06oakave\oakave.pl2 Run By: AGS 9/23/2013 11;10AM # FS ' SoU Soil Tolal Saturated Cohesion Friction Pore Pressure Piez. _a_1^ii Desc. Type Unil WL UnHWL Intercept Angle Pressure Constant Surface No. (prf) (pcf) (psO (deg) Param. (psO No. : afc/Qop 1 125.0 125.0 100.0 30 0 0.00 0.0 0 90 60 30 30 60 90 GSTABL7V.2 FSmins1.91 Safety Factors Are Calculated By The Modified Bishop Method 120 150 PLATE C-1 120 Oak Avenue, Carlsbad - P/W 1308-06 13 ft. Cut or Fiil Slope c;\users^uH\(lesktop\ags\130B-06 oak ave\oal( ave.pia Run By: AGS 9/24/2013 04:50PM # FS a 1.41 Soil Soil Total Saturated Cohesion FticthMi Pore Pressure Piez. Oesc. Type UnK Wl. UnHWI. Intercept Angle Pressure ConsUint Surface No. (pcf) (pcf) (psO (deg) Param. (psO No. afc/Qop 1 125.0 125.0 100.0 30.0 0.00 0.0 0 Load Peak(A) khCoef value 6.S00(g) C.150(S* 90 60 30 J 30 60 90 120 150 GSTABL7V.2 FSmin=1.41 Safety Factors Are Calculated By The Modified Bishop Method PLATE C-2 SURFICIAL SLOPE STABILITY SLOPE SURFACE FAILURE PATH FLOW LINES Assume: (1) Saturation To Slope Sur&ce (2) Sufficient Permeabilify To Establish Water Flow Pw = Water Pressure Head=(z)(cos''2(a)) Ws = Saturated Soil Unit Weight Ww = Unit Weight of Water (62.4 Ib/cu.ft.) u = Pore Water Prcssurc=(WwXzKcos''2(a)) z = Layer Thickness a = Angle of Slope phi = Angle of Friction c = Cohesion Fd = (0.5Xz)(WsKsin(2a)) Fr = {zXWs-Ww)(cos^2(a)Xtan(phi)) t c Factor of Safety (FS) = Fr/Fd Given: Ws (pcQ 125 z (ft) (degrees) (radians) phi (degrees) (radians) 26.56505 0.4636476 30 0.5235988 (psQ 100 Calculations: Pw .60 Fd Fr FS 99.84 100.00 157.83 1.58 ADVANCED GEOTECHNICAL SOLUTIONS, Inc. PLATE C-3 APPENDIX D GENERAL EARTHWORK SPECinCATIONS AND GRADING GUIDELINES ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page D-1 PAV 1308-06 Report No. 1308-06-B-1 GENERAL EARTHWORK SPECIFICATIONS I. General A. General procedures and requirements for earthwork and grading are presented herein. The earthwork and grading recommendations provided in the geotechnical report are considered part of these specifications, and where the general specifications provided herein conflict with those provided in the geotechnical report the recommendations in the geotechnical report shall govem. Recommendations provided herein and in the geotechnical report may need to be modified depending on the conditions encountered during grading. B. The contractor is responsible for the satisfactory completion of all earthwoik in accordance with the project plans, specifications, applicable building codes, and local goveming agency requirements. Where these requirements conflict, the stricter requirements shall govem. C. It is the contractor's re^nsibility to read and understand the guidelines presented herein and in the geotechnical report as well as the project plans and specifications. Information presented in the geotechnical report is subject to verification during grading. The infonnation presoited on the exploration logs depicts condttions at the particular time of excavation and at the location of the occavatioiL Subsurface conditions present at other locations may differ, and the passage of time may result in different subsurface conditions being encoimtered at the locations of the exploratory excavations. The contractor shall perform an independent investigation and evaluate the nature of the surface and subsurface conditions to be encountered and the procedures and equipment to be used in perfbrming his work. D. The contractor shall have the responsibility to provide adequate equipment and procedures to accomplish the earthwork in accordance witb applicable requirements. When the quality of work is less than that required, the Geotechnical Consultant may reject the work and may recommend that the operations be suspended until the conditions arc corrected. E. Prior to the start of grading, a qualified Geotechnical Cotisultant shouid be employed to observe grading procedures and provide testing of the fills for confonnance with the project specifications, approved grading plan, and guidelines presented herein. All remedial removals, clean-outs, removal bottoms, keyways, and subdrain installations should be observed and documented by the Geotechnical Consultant prior to placing fill. It is the contractor's responsibility to apprise the Geotechnical Consultant of their schedules and notify the Geotechnical Consultant when those areas are ready for observation. F. The contractor is responsible fbr providing a safe environment for the Geotechnical Consultant to observe grading and conduct tests. II. Site Preparation A. Clearing and Grubbing: Excessive vegetation and other deleterious material shall be sufficiently removed as required by the Geotechnical Consultant, and such materials shall be properly disposed of offsite in a method acceptable to the owner and goveming agencies. Where applicable, the contractor may obtain pennission fit>m the Geotechnical Consultant owner, and goveming agencies to dispose of vegetation and other deleterious materials in designated areas onsite. ADVANCED GEOTECHNICAL SOLUHONS, INC. September 25,2013 Page D-2 P/W 1308-06 Report No. 1308-06-B-l B. Unsuitable Soils Removals: Earth materials that are deemed unsuitable for the support of fill shall be removed as necessary to the satisfaction of the Geotechnical Consultant. C. Any underground stmctures such as cesspools, cistems, mining shafts, tiumels, septic tanks, wells, pipelines, other utilities, or other stmctures located within the limits of grading shall be removed and/or abandoned m accordance with the requirements of the goveming agency and to the satisfaction of the Geotechnical Consultant. D. Preparation of Areas to Receive Fill: Aftor removals are completed, the exposed surfaces shall be scarified to a depth of approximately 8 inches, watered or dried, as needed, to achieve a generally uniform moistiue content that is at or near optimum moisture content. The scarified materials shall then be compacted to the project requirements and tested as specified. E. All areas receiving fill shall be observed and approved by the Geotechnical Consultant prior to the placement of fill. A licensed surveyor shall provide survey control for determining elevations of processed areas and kqrways. IIL Placement of Fill A. Suitability of fill materials: Any inaterials, derived onsite or unported, may be utilized as fill provided that the materials have been deteimined to be suitable by the Geotechnical Consultant. Such materials shall be essentially fiee of organic matter and other deleterious materials, and be of a gradation, expansion potentia], and/or strength that is acceptable to the Geotechnical Consultant. Fill materials shall be tested in a laboratory approved by the Geotechnical Consultant, and import inaterials shall be tested and approved prior to being imported. B. Generally, different fill inaterials shall be thoroughly mixed to provide a relatively uniform blend of materials and prevent abrapt changes in material type. Fill materials derived fiom benching should be dispersed throughout the fill area instead of placing the materials within only an equipment-width firom the cut/fill contact. C. Oversize Materials: Rocks greater than 8 inches in largest dimension shall be disposed of offsite or be placed m accordance with the recommendations by the Geotechnical Consultant in the areas that are designated as suitable for oversize rock placement Rocks that are smaller than 8 inches in largest dimension may be utilized in the fill provided that they are not nested and are their quantity and distribution are acceptable to the Geotechnical Consultant D. The fill materials shall be placed in thin, horizontal layera such that, when compacted, shall not exceed 6 inches. Eachlayo- shall be spread evenly and shall be thoroughly mixed to obtain near unifonn moisture content and uniform blend of materials. E. Moisture Content: Fill materials shall be placed at or above the optimum moisture content or as recommended by the geotechnical report. Where the moisture content of the engineered fill is less than recommended, water shall be added, and the fill materials shall be blended so that near uniform moisture content is achieved. If the moisture content is above the limits specified by the Geotechnical Consultant the fill materials shall be aerated by discing blading, or other methods until the moisture content is acceptable. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page D-3 PAV 1308-06 Report No. 1308-06-B-l F. Each layer of fill shall be compacted to the project standards in accordance to the project specifications and recommendations of tbe Geotechmcal Consultant. Unless otherwise specified by the Geotechnical Consultant the fill shall be coinpacted to a minimum of 90 percent of the maximum dry density as determined by ASTM Test Method: D1557-09. G. Benching: Where placing fill on a slope exceeding a ratio of 5 to 1 (horizontal to vertical), the ground should be keyed or benched. The keyways and benches shall extend through all unsuitable materials into suitable materials such as firm materials or sound bedrock or as recommended by the Geotechnical Consultant The ininimum keyway width shall be 15 feet and extend into suitable materials, or as recommended by the geotechnical report and approved by tbe Geotechnical Consultant. The minimum keyway width for fill over cut slopes is also 15 feet, or as recommoided by the geotechnical report and approved by the Geotechnical Consultant. As a general rule, unless othenvise recommended by the Geotechnical Consultant, the minimum width of the keyway shall be equal to 1/2 the height of the fill slope. H. Slope Face: The specified minimum relative compaction shall be maintained out to the finish face of fill! and stabilization fill slopes. Generally, this may be achieved by oveifouilding the slope and cutting back to the compacted core. The actual amount of overbuilding may vary as field conditions dictate. Altemately, this may be achieved by back rolling the slope face with suitable equipment or other methods that produce the designated result. Loose soil should not be aUowed to build up on the slope face. If present, loose soils shall be trimmed to expose the compacted slope face. I. Slope Ratio: Unless otherwise aiqiroved by the Geotechnical Cotisultant and govemmg agencies, permanent fill slopes shall be designed and constracted no steeper than 2 to 1 (horizontal to veitical). J. Natural Groimd and Cut Areas: Design grades that are in natural ground or in cuts should be evaluated by the Geotechnical Consultant to detennine whether scarification and processing of the ground and/or overexcavation is needed. K. Fill materials shall not be placed, spread, or compacted during unfiivorable weatha* conditians. When grading is interrupted by rain, filing operations shall not resume until the Geotechnical Consultant approves the moisture and density of the previously placed compacted fill. rv. Cut Slopes A. The Geoteclmical Consultant shall inspect all cut slopes, including fill over cut slopes, and shall be notified by the contractor when cut slopes are started. B. If adverse or potentially adverse conditions are encoimtered during grading; the Geotechnical Consultant shall mvestigate, evaluate, and make recommendations to mitigate the adverse conditions. C. Unless otherwise stated in the geotechnical report, cut slopes shall not be excavated higher or steeper than the requirements of the local goveming agencies. Short-term stability of the cut slopes and other excavations is the contractor's responsibiUty. V. Drainage A. Back drains and Subdrains: Back drains and subdrains shall be provided in fill as recommended by the Geotechnical Consultant and shall be constracted in accordance with the goveming agency and/or ADVANCED GEOTECHNICAL SOLUHONS, INC. September 25,2013 Page D-4 PAV 1308-06 Report No. 1308-06-B-l recommendations of the Geotechnical Consultant The location of subdrains, especially outlets, shall be surveyed and recorded by the Civil Engineer. B. Top-of-slope Drainage: Positive drainage shall be established away from the top of slope. Site drainage shall not be permitted to fiow over the tops of slopes. C. Drainage terraces shall be constracted in compliance with the governing agency requirements and/or in accordance with the recommendations of the Geotechnical Consultant D. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage. VI. Erosion Control A. All finish cut and fill slopes shall be protected from erosion and/or planted in accordance with the project specifications and/or landscape architect's recommendations. Such measures to protect the slope face shall be undertaken as soon as practical after completion of grading. B. During construction, the conttactor shall maintain proper drainage and prevent the ponding of water. The contractor shal] take remedial measures to prevent the erosion of graded areas until permanent drainage and erosion control meastues have been installed. vn. Trench Excavation and BackfiU A. Safety: The contractor shall follow all OSHA requirements for safety of trench excavations. Knowing and following these requirements is the contractor's responsibility. All trench excavations or open cuts in excess of 5 feet m depth shall be shored or laid back. Trench excavations and open cuts exposing adverse geologic conditions may require fuither evaluation by the Geotechnical Consuhant. If a contractor fails to provide safe access for compaction testing, backfill not tested due to saf^y concems may be subject to removal. B. Bedding: Bedding materials shall be non-expansive and have a Sand Equivalent greater than 30. Where permitted by the Geotechnical Consultant, the bedding materials can be densified by jetting. C. Backfill: Jetting of backfill materials is generally not acceptable. Where permitted by the Geotechnical Consultant, tbe bedding materials can be densified by jetting provided the backfill materials are granular, free-draining and have a Sand Equivalent greater than 30. VIII. Geotechnical Observation and Testing Daring Grading A. Compaction Testing: FiU shall be tested by the Geotechnical Consultant fbr evaluation of general compliance with the recommended compaction and moisture conditions. The tests shall be taken in the coiiq)acted soils beneath the surface if the surficial materials are disturbed. The contractor shall assist the Geotechnical Consultant by excavating suitable test pits for testing of compacted fill. B. Where tests indicate that the density of a layer of fill is less than required, or the moisture content not \vjthin specifications, the Geotechnical Consultant shall notify the contractor of the imsatisfactory conditions of the fill. The portions of the fill that are not within specifications shall be reworked until the required density and/or moisture content has been attained. No additional fill shall be placed until the last lift of fill is tested and found to meet the project specifications and approved by the Geotechnical Consultant. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page D-5 PAV 1308-06 Report No. 1308-06-B-1 C. If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as adverse weather, excessive rock or deleterious materials being placed in the fill, insufficient equipment, excessive rate of fill placement resuhs in a quality of work that is unacceptable, the consultant shall notify the contractor, and the contractor shall rectify the conditions, and if necessary, stop work unlil conditions are satisfactory. D. Frequency of Conpaction Testing: The location and fi'equency of tests shall be at the Geotechnical Consultant's discretion. Goierally, compaction tests shall be taken at intervals not exceeding two feet in fiil height and 1,000 cubic yards of fill materials placed. E. Compaction Test Locations: The Geotechnical Consultant shall document the approxinoate elevation and horizonta] coordinates of the compaction test locations. The contractor shall coordinate with the surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consuhant can determine the test locations. Ahemately, the test locations can be surveyed and the results provided to the Geotechnical Consultant. F. Areas of fill that have not been observed or tested by the Geotechnical Consultant may have to be removed and reconipaeted at the contractor's ex]3ense. The depth and extent of removals will be detomined by the Geotechnical Consultant. G. Observation and testing by the Geotechnical Consultant shall be conducted during grading in order for the Geotechmcal Consultant to state that, in his opinion, grading has been completed in accordance with the approved geotechnical report and project specifications. H. Reporting of Test Results: After completion of grading operations, the Geotechnical Consultant shall submit reports documenting their observations during constraction and test resuUs. These reports may be subject to review by the local goveming agencies. ADVANCED GEOTECHNICAL SOLUHONS, INC. APPENDIX E HOMEOWNER MAINTENANCE RECOMMENDATIONS ADVANCED GEOTECHNICAL SOLUHONS, INC. HOMEOWNER MAINTENANCE AND IIVIPROVEMENT CONSIDERATIONS Homeowners are accustomed to mauitaining their homes. They expect to paint their houses periodically, replace wiring, clean out clogged plumbing, and repair roofs. Maintenance of the home site, particularly on hillsides, should be considered on the same basis or even on a more serious basis because neglect can result in serious consequences. In most cases, lot and site maintenance can be taken care of along with landscaping, and can be cairied out more economically than repair after neglect. Most slope and hillside lot problems are associated with water. Uncontrolled water fiom a broken pipe, cesspool, or wet weatho' causes most damage. Wet weather is the largest cause of slope problems, particularly in California where rain is intermittent, but may be tonential. Therefore, drainage and erosion control are the most important aspects of home site stability; these provisions must not be altered without competent professional advice. Further, maintenance must be carried out to assure their continued operation. As geotechnical engineers concenied with the problems of building sites in hillside developments, we offer the following list of recommended home protection measures as a guide to hcsneowners. Expansive Soils Scnne of the earth inaterials on site have heen identified as being expansive in nature. As such, these materials are suscqitible to volume changes with variations in their moisture content. These soils will swell upcm the introduction of water and shrink upon drying. The forces associated with these volume changes can have significant negative impacts (in the form of differential movement) on foundations, walkways, patios, and other lot improvements. In recognition of this, the project developer has constracted homes on these lots on post-tensioned or mat slabs with pier and grade beam fbundation systems, mtended to help reduce the potential adverse effects of these expansive materials on the residential stractures within the project Such foimdation systems are not intended to of&et the forces (and associated movement) related to expansive soil, but are intended to help soften their effects on the structures ccmstracted thereon. Homeowners purohasing property and living in an area containing expansive soils must assume a certain degree of responsibiiity for homeowner improvements as well as for maintaining conditions around their home. Provisions should be incorporated into the design and constracticm of bomeowno: inqirovements to account for the expansive nature of the onsite soils matoial. Lot maintoiance and landscaping should also be conducted in consideration of the expansive soil characteristics. Of primary in^rtance is minimizing the moisture variation below all lot mqirovements. Such design, constraction and homeowner maintenance provisions should include: '> Employing contractors for homeowner improvements who design and build in recognition of local building code and site specific soils conditions. •** Establishing and maintaining positive drainage away firom all foundations, walkways, driveways, patios, and otho" hardscape improvements. *** Avoiding the constraction of planters adjacent to structural improvements. Altematively, planter sides/bottoms can be sealed with an impermeable membrane and drained away firom the improvements via subdrains into approved disposal areas. *t* Sealing and maintaining construction/control joints within concrete slabs and walkways to reduce the potential for moisture infiltration mto the subgrade soils. ADVANCED GEOTECHNICAL SOLUHONS, INC ^ ' ii^mtg landmnping schemes with vegetation that requires minimal watering. Altematively, watering should be done in a unifonn manner as equally as possible on all sides ofthe foundation, keeping the soil "moist" but not allowing the soil to become saturated. • Maintaining positive drainage away from stractures and providing roof gutters on all stractures with downspouts installed to carry roof ranoff directly into area drains or discharged well away fixim the stractures. • Avoiding the placement of trees closer to the proposed stractures than a distance of one-half the mature height of the tree. • Observation ofthe soil conditions around the perimeter of the stracture during extremely hot/dry or unusually wet weather conditions so that modifications can be made in irrigation programs to maintain relatively constant moisture conditions. Sulfates Homeowners should be cautioned against the import and use of certain fertilizers, soil amendments, and/or other soils fiom offeite sources in the absence of specific information relating to their chemical compositi<m. Some fertilizers have been known to leach sulfate compounds into soils otherwise containing "negligible" sulfate concentrations and increase the sulfate concentrations m near-surface soils to "moderate" or "severe" levels. In some cases, concrete inqirovements constracted in soils containing high levels of soluble sulfates may be afTected by detmoration and loss of sbrength. Water - Natural and Man Induced Water m concort with the reaction of various natural and man-made elements, can cause detrimental effects to your structure and surrounding property. Rain wato* and flowing water erodes and saturates the ground and changes the engineering characteristics of the underiying earth materials upon samration. Excessive irrigation in concert with a rainy period is commonly associated with shallow slope failures and deep seated landslides, saturation of near stracture soiis, local ponding of water, and transportation of water soluble substances that are deleterious to building inaterials including concrete, steel, wood, and stucco. Water interacting with the near surface and subsurface soils can initiate several other potentially detrimental phenomena othor then slope stability issues. These may include expansion/contraction cycles, licpiefaction potential increase, hydro-collapse of soils, ground sur&ce settlonent, earth material consolidation, and uitroduction of deletoious substances. The homeowners should be made aware of the potential problems wliich may develop when drainage is altered through construction of retaining walls, swimming pools, paved walkways and patios. Ponded water, drainage over the slope face, leaking irrigation systems, over-watering or other conditions which couid lead to ground saturation must be avoided. Before the rainy season arrives, check and clear roof drains, gutters and down spouts of all accumulated debris. Roof gutters are an important element in your arsenal against rain damage. If you do not have roof gutters and down spouts, you may elect to mstall them. Roofs, with their, wide, flat area can shed tremendous quantities of water. Without guttera or other adequate drainage, water falling fiom the eaves collects against foundation and basement walls. 'I* Make sure to clear surface and terrace drainage ditches, and check them fiequently during the rainy season. This task is a community responsibiUty. <* Test all drainage ditches for functioning outlet drains. This should be tested with a hose and done before the rainy season. All blockages should be removed. ADVANCED GEOTECHNICAL SOLUTIONS, INC. • Check all drains at top of slopes to be sure they are clear and that water will not overflow the slope itself, causing erosion. <* Keap subsurface drain openings (weep-holes) clear of ddiris and other material which could block them in a storm. • Check for loose fill above and below your property if you Uve on a slope or terrace. <* Monitor hoses and sprinldos. During the rainy season, little, if any, irrigation is required. Oversaturation of the ground is unnecessary, mcreases watering costs, and can cause subsurface drainaga <* Watdi for water backup of drains inside the house and toilets during the rainy season, as this may indicate drain or sewer blockage. • Never block terrace drains and brow ditches on slopes or at the tops of cut or fill slopes. These are designed to carry away runoff to a place where it can be safely distributed. *> Maintain the ground surface upslope of lined ditches to ensure that surface water is coUected in the ditch and is not permitted to be trapped behind or under the lining. *** Do not permit water to collect or pond on your home site. Water gathering here will toid to either seq> into the ground (loosening or expanding fill or natiual ground), or will overflow into the slope and begin erosion. Once erosion is started, it is difficult to control and severe damage may result rather quickly. Never connect roof drains, guttera, or down spouts to subsurface drains. Rather, arrange them so that water eitha flows off your property in a specially designed pipe or flows out into a paved driveway or street The water then may be dissipated over a wide surface or, preferably, may be carried away in a paved gutter or storm drain. Subdnuns are constracted to take care of ordinary subsurfiice wato- and cannot handle the overload fixnn roofs during a heavy rain. • Never permit water to spill over slopes, even where this may seem to be a good way to prevent ponding. This tends to cause oosion and, in the case of fill slojjes, can eat away carefully designed and constracted sites. *> Do not cast loose soil or debris over slopes. Loose soil soaks up water more readily than conqiacted fill. It is not compacted to the same strength as the slope itself and wiU tend to slide when laden with watei^ this may even affect the soil beneath the loose soil. Tbe sliding may clog terrace drams below or may cause additional damage in weakening the slope. If you live below a slope, try to be sure that loose fill is not dumped above your propoly. Never discharge water into subsurface blanket drains close to slopes. Trench drains are sometimes used to get rid of excess water whoi othor means of disposing of wato* are not readily available. Overioading these drains saturates the ground and, if located close to slopes, may cause slope failure in their vicinity. *> Do not discharge surface water into septic tanks or leaching fields. Not only are septic tanks constracted for a diffaent purpose, but they wiU tend, because of their construction, to naturaUy accumulate additional water from the ground during a heavy rain. Overloading them artificially during the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since tiieir overflow can pose a serious health hazard. In many areas, the use of septic tanks should be discontinued as soon as sewers are made available. • Practice responsible irrigation practices and do not over-irrigate slopes. NaturaUy, ground cover of ice plant and other vegetation wiU require some moisture during the hot summa* months, but during the wet season, irrigation can cause ice plant and other heavy ground cover to pull loose. This not only destroys the cover, but also starts serious erosion. In some areas, ice plant and other heavy cover can cause surface sloughing when saturated due to the increase in weight and weakening of the near-surface soU. Planted slopes should be planned where possible to acquire sufficient moisture when it rains. *> Do not let wato^ gather against foundations, retaining walls, and basement walls. These waits are built to withstand the ordinary raoisture in the ground and are, where necessary, accompanied by subdrains to cany ofif the excess. If water is pennitted to pond against them, it may seep through ADVANCED GEOTECHNICAL SOLUHONS, INC. the wall, causing dampness and leakage inside the basement Fuither, it may cause the foundation to swell up, or the water pressure could cause stractural damage to walls. • Do not try to compact sofl behind walls or in trenches by flooding with water. Not only is flooding the least efficient way of compacting fine-grained soil, but it could damage the wall foundation or saturate the subsoU. *l* Never leave a hose and sprinkler running on or near a slop^ particularly during the rainy season. This will enhance ground saturation which may cause damage. • Never block ditches which have been graded around your house or the lot pad. These shallow ditches have been put there for the purpose of quickly removmg water toward the driveway, street or other positive outlet. By all means, do not let water become ponded above slopes by blocked ditches. *> Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a well- estabUshed and deep-rooted vegetal cover requiring minimal watoing. *t* It should be the re^nsibUity of the landscape architect to provide such plants initiaUy and of the residents to maintain such planting. Alteration of such a planting scheme is at the resident's risk. *> The resident is responsible for proper irrigation and for maintenance and repair of projierly installed inigation systems. Leaks should be fixed immediatdy. Residents must undertake a program to eliminate burrowing animals. This must be an ongoing program in order to promote slope stability. The burrowing animal control program should be conducted by a licensed exterminator and/or landscape professional with expertise in hiU side maintenance. Geotechnical Review Due to the fact that soil types may vary with depth, it is recommended that plans for the constraction of rear yard improvements (swimming pools, spas, barbecue pits, patios, etc.), be reviewed by a geotechnical engineo- who is famiUar with local conditions and the current standard of practice in the vicinity of your home In conclusion, your neighbor's slope, above or below your property, is as important to you as the slope that is within your property lines. For this reason, it is desirable to develop a coopoative attimde regarding hiUside maintenance, and we recommend developing a "good neighbor" poUcy. Should conditions develop off your property, which are undesirable from indications given above, necessary action should be taken by you to insure that prompt remedial measures are taken. Landscaping of your property is inqjortant to enhance slope and foundation stability and to prevent erosion ofthe near surface soUs. In additton, landscape improvements should provide for efficient drainage to a controlled discharge location downhUl of residential improvements and soU slopes. Additionally, recommendations contained in the Geotechnical Engineering Study report apply to aU future residential site improvements, and we advise that you include consultation with a quaUfied professional in planning, design, and constraction of any improvements. Such improvements include patios, swiinming pools, decks, etc., as weU as buUding stractures and aU changes in the site configuration requiring earth cut or fiU construction. ADVANCED GEOTECHNICAL SOLUHONS, INC. TITLE 24, INC. 7544 SADDLEHILL TRAIL, ORANGE, CA 92869 • (714) 771-1507 • FAX (714) 771-2939 • T-24@socal.rr.com Novembers, 2013 Owner: Zephyr Partners 11750 Sorrento Valley Road, Suite 130 San Diego, CA 92121 Designer: Mark Gross & Associates, Inc. 8881 Research Drive Irvine, CA 92618 Project: "Oak Avenue 4" Parcel #4 Carlsbad, California Job No. 4239 VENTILATION FOR INDOOR AIR QUALITY The following calculations are in compliance with section 150(o) of the 2008 Building Energy Efficiency Standards for low-rise residential buildings. The ventilation fan selection has a certified airflow rating that meets or exceeds the required minimum airflow when measured @ .25" w.c. for continuous operation. The minimum duct size specified must meet the requirements of Table 4-9 in the Residential Energy Manual. In addition, other mandatory requirements for indoor air quality are listed on the following pages. Prepared By: California Association of Building Energy Consultants CERTIFIED ENERGY ANALYST Rick Maurer R08-90-243 8> NR08-90-527 Rick Maurer Energy Plans Examiner Certificate No. R08-88-1601 and NR08-88-3583 Califomia State License No. 502290 C20 Continuous Ventilation Calculation CFA 100 + 7.5 (# of Bedrooms +1) = Ventilation Rate (Min. CFM @ .25" W.G.) Oak Avenue 4 - Parcel 4 3446 - 100 + 7.5 (3 + 1) = 34.46 + 30.0 = 64.46 Min. CFM Fan Selection: Broan #SSQTXE110 (or Equal) (One Required) 90 CFM @ .25" W.G. .7 Sones Ventilation Exhaust Duct Size: 6"0 Flexible Metal Duct (or alternate per Table 4-9 CEC Residential Manual) 125' Max. Length Less 15' for each elbow Indoor Air Qualitv and Mechanical Ventilation All low-rise residential buildings are required to have a whole-building ventilation system and satisfy other requirements to achieve acceptable indoor air quality (lAQ). The Energy Commission adopted the requirements of ASHRAE Standard 62.2-2007, except that opening and closing windows (although permitted by ASHRAE) is not an acceptable option fpr providing whole-building ventilation in California. The mechanical ventilation and indoor air quality requirements are mandatory measures. The applicable sections are §150(o) for new construction and §152(a) for additions. The following bullet points summarize the key requirements for most residences. A whole-building mechanical ventilation system shall be provided. Kitchens and bathrooms shall have local exhaust systems vented to the outdoors. Clothes dryers shall be vented to the outdoors. Ventilation air shall come from the outdoors and shall not be transferred from adjacent dweiling units, garages or crawlspaces. Ventilation system controls shall be labeled and the home owner shall be provided with instructions on how to operate the system. Combustion appliances shall be properly vented and air systems shall be designed to prevent back drafting. The wall and openings between the hoiJse and the garage shall be sealed. Habitable rooms shall have windows with a ventilation area of at least 4% of the floor area. Mechanical systems including heating and air conditioning systems that supply air to habitable spaces shall have MERV 6 filters or better. Air inlets (not exhaust) shall be located away from known contaminants. Air moving equipment used to meet either the whole-building ventilation requirement or the local ventilation exhaust requirement shall be rated in terms of airflow and sound. a. All continuously operating fans shall be rated at a maximum of 1.0 sone. b. Intermittently operated whole-building ventilation fans shall be rated at a maximum of 1.0 sone. c. Intermittently operated local exhaust fans shall be rated at a maximum of 3.0 sone. d. Remotely located air-moving equipment (mounted outside of habitable spaces) need not meet sound requirements if there is at least 4 feet of ductwork between the fan and the intake grill. A minimum intermittent ventilation airflow of 100 CFM is required for the kitchen range hood and a minimum intermittent ventilation airflow of 50 CFM is required for the bath fan. Page 4-74 Page 4-75 Building HVAC Requirements • Airflow Rating Indoor Air Quality and Mechanicai Ventilation From ASHRAE 62.2-2007 Section 7.3 Airflow fiaSng The airflows required by Uiis startdard refer to the delivered airflow the system as installed and tested using a How hood, flow grid, or other airflow measuring device. Altematively, the airfiow rafing at a pressure of 0.25 in. w.c. may be used, provided tiie duct sizing meets the prescriptive requirements of Table 7.1 or manufacturers' design criteria. Compliance with the ventilation airflow requirements for a ventilation system can be demonstrated in one of two ways: 1. The ventaab'on system can be tested using an airflow measuring device after conpletion of the installation to confirm that the delivered ventilation airflow meets the requirement The builder/installer must aiso list the result of the airfiow measurement(s) for the venfilation fan(s) on the Installation Certificate (CF-6R-MECH-05) for the building. The venlilation airflow must be measured and reported for any/all ventilation system types installed in the building, except for those described in item 2 below. 2. Simple exhaust systems can comply by performing and documenting an inspectkin of the installation to verify confomiance to a prescriptive requirement that the fan has a certified airflow rating ttiat meets or exceeds the required ventilation airflow, and the ducts for the ventilation system meet eiUier the fian manufacturers published duct design specificalions, or the prescriptive duct design requirements given in Table 4-9 below (Tabte 7.1 of ASHRAE 62.2). The builder/installer must also list the descriptton of the instaiied fan equipment and duct design criteria for the ventilation fan(s) on the Installation Certificate (CF-6R-MECH-05) for the building. The fan's certified airflow rating must t>e based on tested performance at the 0.25 inch w.c. operating point The certified airfkw rating of a ventilafion device is generally available from the manufacturer, and is also avaiiabie for hundreds of products in the Home Venfilating Insfitute (HVI) Certified Products Directory at the HVI website (www.hvi.orq). Manufacturers can choose whether to provide the certified data for posfing at the HVI website, t>ut all of them should have available the rated data at 0.25 incfies of water column stafic pressure. If tfie maiujfocturer's duct systerii design spedfications are utilized for tx)mpliance, the enforcement agency may require ttiat the manufacturer's published system design documentafa'on t>e provided for use in inspection of the ir^llation(s). The prescripb've duct design criteria given in Table 4-9 provide maximum duct tenuis based on various duct diameters and duct type. As can be ' seen, ttie tiigher the flow, the larger in diameter or stiorter in length the duct has to be. Also note that smooth duct can be used to manage kmger duct mns. Interpolafion and extrapolation of table 4-9 (Table 7.1 of ASHR/VE 62.2) is not altowed. For airflow vaiues not listed, use the next higher vaJue. The table is not applicable for ^/sterns wifii airflow greater than 125 cfin at 0.25 inches of vi^ter coluinn static pressure. Table 4-9 - Prescriptive Duct Ssmg forSin^e f^n Exhaust Systems (firom 6Z2, Table 7.1) Duct Type FiexDuct . SmoottiDuct. Fan Rating (cfiii@0.25 in. W.C.) 50 80 100 125 50 80 100 125 Diameter inch Maximuni Length ft 3 X X X X 5 X X X 4 70 3 X X 105 35 5 X 5 NL 70 35 20 NL 135 85 55 "T^ 6 NL 1 125 1 95 NL NL NL 145 7 and above NL NL- ;| NL ! NL NL NL NL NL This lable assumes no eltK>ws. C>educt 15 feet of allowatiie duct iength f(x each ellx>^ NL = no limit on duct length of this size. X = not allowed, any length of duct of this size virith assumed turns and fitting witl exceed the rated pressure drop. ASHRAE Standard 62.2 Made Simple Whole House (Continuous) Ventilation Requirements whole House or Continuous refers to providing a consistent level of ventilation throughout the day in order to remove indoor air poiiutants of all types. The maximum sound level Is 1.0 Sones. To determine the cfm requirements for whole house or continuous ventilation, ASHRAE provides a simplified* table (A) based on size of the home and number of bedrooms. The cfm levels inthe chart can be met by testing the installed ventilation devices for actual airflow or simply using the certified ratings of a fan at 0.25" static pressure assuming a proper duct size is used. The minimum duct diameters are listed in Tahle B and show that 6" ducted fans are the acceptable choice for all installations. It is only acceptable to use 4" duct for installations using a 50 cfm fan or an 80 cfm fan where duct length is 3' or less without bends. TABLEA TABLE B Whole House Ventilation Air Requirements (CFM) Bedrooms •••I Floor Area (ft^) 0-1 2-3 4-5 6-7 >7 <1500 30 ;.;.;:;45'-' 60 75 ...••'•.•go.:?'' 1501-3000 ^ 45 60 90 105 3001-4500 60 • • 75 , , ;/'::;^;;9()''"-105 120 4501-6000 75 w 105 120 135 6001-7500 90. 105 120 135 150 >7500 105 120 135 150 165 Duct Sizing Duct Type Flex Duct Smooth Duct Fan Rating cfm @ 0.25 in. w.g. 50 80 100 50 80 100 Diameter, in. Maximum Length, ft. 3" X X X 5' X X 4" 70' 3' X 105' 35' 5' 6' oo OO 125' oo oo CXJ Requirements are minimums and assume continuously running fans. * Table A is dervied from the following formula which can also be used: CFM = (sq. fL X .01) + 7.5 x (no. of bedrooms + 1) Note: Larger fans with more cfm are always better to remove steam more quickly. Assumes no elbows. Deduct 15 ft of aitowable duct length for each elbow. o° = Infinite or unlimited X = not allowed, any length of duct of this size with assumed turns and fitting will exceed the rated pressure drop. Meet Standard 62.2 Whole House Ventilation Requirements With These Fans From Broan-NuTone Models in the chart are color-coded to correlate with Table A. Muttiple fans are needed for larger homes requiring more than 90 cfm. HVI Certified CFIVI @ 0.25" Description Broan Model NuTone Model Duct Size HVI Certified Sones @ 0.1" E nergy Star 39 50 CFIVI Fan QTXEOSO QTXEN050 6" <0.3 Yes 55 55 . 80 CFM Faa 80 CFM SmartSense* Fan 80 CFM Fan/Fluorescent Light 80 CFM Fan 80 CFW Fan/Fluorescent Light QTXEOSO SSQfXEOBO QTXEPBOFLT QTRE080 QTREgBOFLT QTXEN080 . . QTXEN080FLT QTREN080 QTREN080FLT 6* 6" 6" 4' - 4' 0.3 0.3 0.8 Yes Yes Yes, 67 67^:- 80 CFM Fan 80 CFM Fan/Light QTR080 QTR080L QTRN080 QTRN080L 4':.":.'., 4''<:y: MiO .:;/-:.v,v: : lib. No No ;82->':: -110 CFM Heater/Fan/Light QTXliOHFL QTXNllOHFL HiO: : 1--. 90 — •! .90..;-.,--. Vo -: ' UO CFM Humidity Sensing Fan UOCFiVIFan - QTJC^IIOS- QTXEllO QTXENllOS QTXENllO 6' 6" -6" -Jlt^lV!l»i.-i-. 6- 0.7 ' : 0-7 '" _" 0.7^^ -0.7 'Yes Yes Yes«— Yes 'NO ' Yes 1--. 90 — •! .90..;-.,--. Vo -: ' 110 CFM Humidi^ Sensing Fan/Fluorescent^Light 110 CFM HajmliSor SenslnVFan/Light ; UOCFM Fan/^luoresc^nt'Light- QTXEJIOSFLT QTXElioSL " <ITXE110FLT QTXENllOSFLT QTXENlioSL QTXENllOFLT- 6' 6" -6" -Jlt^lV!l»i.-i-. 6- 0.7 ' : 0-7 '" _" 0.7^^ -0.7 'Yes Yes Yes«— Yes 'NO ' Yes Local (Intermittent) Ventilation Requirements Local or Intermittent Ventilation refers to usage such as to remove humidity from showers or cooking at a maximum sound level of 3.0 Sones. It requires a rating of at least 50 cfm at 0.25" of static pressure and a maximum of 3.0 Sone rating at 0.1" of static pressure. All models in the above chart (except QTXEOSO and QTXEN050) meet the requirement as do the following: Broan NuTone Fans QTXE150, QTR140,QTRE110, QTRllO, QT R E1 OOS, QT R070, H D80, 683, 684 QTXEN150, QTRENllO, QTRNllO, HD80NT, 671R,8832WH, 8832SA Fan/Lights QTXE150FLT, QTR140L, QTREllOFLT, , QTRllOL, QTR070L, 744, 744FL, 683L, 757SN QTXEN150FLT, QTRENllOFLT, QTRNllOL, HD80LNT, 744NT, 744FLNT, 757SNNT, 768CHNT, 769RL, 769RFT Heater/FanA.ights lOOHL, lOOHFL 765HL, 765HFL NuTone www.Broan.com • www.NuTone.com Broan-NuTone LLC, 926 W. State Street, Hartford, WI 53027 • 800-558-1711 In Canada call 877-896-1119 BR^N SPECIFICATION SHEET Broan SmartSense® INTELLIGENT VENTILATION SYSTEM SSQTXE080, SSQTXE110 & SMSCPLR improve air quality throughout the home automatically and efficiently - a smart solution to home ventilation. FEATURES • Removes pollutants such as house hold cleaners, VOC's, carbon dioxide/monoxide, and off-gassing firom building materials, carpets and other furnishings • Helps remove gases and particles that are not trapped by any filtrafion unit • Program a single control for a ventilation rate to match the size of the home • Automafically adjusts total run-fime based on square footage and number of bedrooms • Optimizes energy usage by monitoring normal fan operafion and adjusfing automafic ventilation time as needed • Confinuously monitors and if necessary, activates other Broan SmartSense* systems located in different loca- tions within the home - day and night • No control wirihg required - controls communicate over existing home power wires • Uses less than 40 watts during venfilation cycles - in most installations • Cost effective and energy efficient ventilation strategy • Broan Ultra Silent^ fans operate at a barely audible 0.3 (80 CFM fans) or 0.7 Sones (110 CFM fans) • Easy installation of fans in the ceilingi vented to the exterior using 6-incJi duct • Up to 10 systems can be combined into an air quality network • Meets ASHRAE 62 - related ventilafion requirements Broan SmartSense* uses INSTEON" a powerful, wireless home control technology COflTROL (Recommend deep single-gang electrical box) 80 CFM FAN (Model QTXE080) 110 CFM FAN (Model QTXE110) (see fan spec sheet) PHASE COUPLER (Recommend deep single-gang electrical box) SSQTXE080 Contains: 1 - 80 CFM Fan (Model QTXE080) 1 - SriiartSense* Control SSQTXE110 Contains: 1 -110 CFM Fan (Model QTXE110) 1 - SmartSense* Confi-ol SMSCPLR Phase Coupler Required for multiple systems on opposite electrical power phases CONTROL SPECIFICATIONS Paddle Type: Rocker action Color: White Paddle & Trim Frame Almond Paddle & Trim Frame included Conditions: Indoor. 40° to 104" F, up to 85% relative humidity Supply Voltage: 120 VAC +/-10%, 60 Hz, single phase Max. Load: 480 Watts incandescent, 13A resistive Certificafion: Safety tested for use in USA and Canada (ETL#3017581) INSTEON ENABLED Broan-NuTone LLC Hartford, Wisconsin www.broan.com 800-558-1711 REFERENCE QTY. REIMARKS Project Location Architect Engineer Contractor Submitted by Date 80K 99044388A CERTIFIED VENTILATING FAN PRODUCTS Rev. 08/01/2010 Section 1-11 MOOEt OR SERIES DETAILS STATIC ' PRESSURE" MOOEL STATIC CFM" SONES WATTS SERIES DETAILS PRESSURE** CFM** SONES Vi HLB11 Ver.HS+ @0.20"SP 1000 Hor.HS* @ 0.20* SP 1100 SP100 @0.20'SP 110 @0.40"SP 97 SP140 @0.20"SP 150 @0.40''SP 133 SP200 @ 0.20" a' 210 @0.40'SP 195 Kitchen-Exhaust Fans 12C 370 8.0 502 270 8.0 503 160 5.0 504 350 6.5 505 180 6.5 506 470 8.0 507 250 7.0 508 270 6.0 509 180 6.5 509S 180 6.5 509SMX 180 6.5 L509SM 180 6.5 Kitchen Range Hoods - Ducted & Convertible 103023 Ver.HS+ 360 5.0 Hor.HS+ 360 4.5 113023 Ver.HS+ 360 4.5 Hor.HS+ 360 4.5 113042 Vter.HS+ 190 8.5 Hor.HS* 200 8.5 153001 Ver.HS* 300 4.5 153002 Ver. HS* . 300 4.5 153004 Ver.HS* ^300 4.5 153023 Ver. HS* 300 4.5 153601 Ver. HS* 300 4.5 153602 Ver.HS* 300 4.5 153604 Ver. HS* 300 4.5 153623 Ver.HS* 300 4.5 402101 Ver.HS* 160 6.5 Hor.HS* ^ 160 6.5 402102 Ver.HS* 160 6.5 Hor.HS* 160 6.5 402108 Ver.HS* 160 6.5 Hor.HS* 160 6.5 402401 Ver.HS* 160 6.5 Hor.HS* 160 6.5 402402 Ver.HS* 160 6.5 Hor.HS* 160 6.5 402404 Ver. HS* 160 6.5 Hof. HS* 160 6.5 402408 Ver.HS* 160 6.5 Hor.HS* 160 6.5 QTXIIOjSL 'QTXEOSO QTXE080 QTXE080FLT QTXEllO QTXEllOFLT QTXEllOS QTXEllOSFLT QTXE150 50.25-SP 50.25-SP i,0.25'SP S0.25'SP i025'SP J0.25"SP J0.25''SP 50.25-SP J0.25-SP !0.25'SP JO^S'SP i0.25''SP 110 90 0.9 33.5 33.0 50 39 <0.3 19.7 19.2 80 55 03 23.3 23.2 80 55 0.3 23.3 23.2 110 90 0.7 33.5 33.0 110 90 0.7 33.5 33.0 110 90 0.7 33.5 33.0 110 90 0.7 33.5 33.0 150 118 1.4 51.3 50.1 150 118 1.4 51.3 50.1 80 >55-^ 0.3 23.3 23.2 110 ^90 0.7 33.5 33.0 Downdraft Kitchen Exhausters 273003 273603 RMDD3004 RI\4DO3604 RMDD4804 Inliiie Fans (all models): 500 500 500 500 500 110 98 150 141 210 200 290 265 260 280 600 600 700 80O * STATIC PRESSURE {INCHES WATER GAGE (IN. W.G.)}: Direct Discharge Fans (Non-Ducted) @ 0.03 in. wg Ducted Fans @ 0.10 in. wg; 0.25 in. wg (optional) Inline Fans @ 0.20 in. wg; two additional (optional) for static pressure ** CONVERSIONS: Pascals (Pa) - in. wg x 250 Litres per Second (L/s) = cfm x 0.47 NOTE: CHANGESIN RED INDICATE RECENT REVISIONSTO THE HVI CERTIRED HOME VENTILATING PRODUCTS DIRECTORY. MP100 @0Ja)"SP @0.40"SP MP140 @0.20-SP @0.40*SP WP200 ©0.20" SP @0.40'SP MP280 @0.20'SP @0.40"SP HLB3 Ver. HS* Hor. HS* @0.20'SP @0.20"SP HLB6 Ver. HS* Hor.HS* @0.20*SP @0.20*SP HLB9 Ver.HS* Hor.HS* @0.20'SP @0.20'SP TITLE 24, INC. 7544 SADDLEHILL TRAIL, ORANGE, CA 92869 • (714) 771-1507 • FAX (714) 771-2939 • T-24(gsoca!.rr.com Novembers, 2013 Owner: Zephyr Partners 11750 Sorrento Valley Road, Suite 130 San Diego, CA 92121 Designer: Mark Gross & Associates, Inc. 8881 Research Drive Irvine, CA 92618 Project: "Oak Avenue 4" Parcel #4 Carlsbad, California Job No. 4239 STATEMENT OF CONFORMANCE This Calculation contains all the building features and performance specifications required for compliance by the California Code of Regulations Title 24, Part 1, Administrative Requirements; Part 6, Building Energy Efficiency Standards; and portions of Title 20, Appliance Efficiency Standards. When these features are incorporated into the architectural plans the design will be in compliance with the 2008 Energy Efficiency Standards as they apply in Climate Zone 7, using MICR0PAS8 Version 8.1, a California Energy Commission approved computer performance method program. Prepared By: California Association of Building Energy Consultants CERTIFIED ENERGY ANALYST Rick IMaurer R08-90-243 8. NR08-90-527 RickMaurer Energy Plans Examiner Certificate No. R08-88-1601 and NR08-88-3583 California State License No. 502290 C20 ** SUMMARY SHEET ** Proiect: Zephvr Partners -- Carlsbad . CA Zone: "Oak Avenue 4" Parcel 4 Wall Insulation: R-13 in 2x4 Exterior Walls R-19 in 2x6 or Greater Exterior Walls Ceiling Insulation: R-19 Below Furnace Platform and Catwalk R-19 in True Vaulted Rafter/Ceiling Joists R-30 Typical Radiant Foil Barrier: Not Required Raised Floor Insulation: R-19 Slab Edge Insulation: None Glazing Type: All glass is DUAL PANE with Low-E Glass. (See Notes) Hard Surface Flooring: None Required Minimum Furnace AFUE: 80% AFUE Minimum Heating Capacity: 55,480 BTUH Minimum A/C SEER: 13.0 SEER A/C Tonnage: Min.Sens.= 38,655 @ 90° (A/C Size By Mechanical Contractor) Duct insulation: R-6.0 For Ducts & Plenums in Unconditioned Spaces Note(s): 1) All hot water lines will be insulated per Sec. 150(J) with a minimum of 1 inch insulation. This is an addition to the insulation required by the mandatory requirements. 2) The water heaters for this house will have an optional hot water demand type recirculating system with manual control. 3) This house will have two tankless water heaters with an energy factor of .82 or greater and sized per the owner's specifications. 4) All windows and glass doors will have non-metal frames with a weighted average NFRC U-factor of .40 or less and a weighted average SHGC of .40 or less with Low-E glass. Prior to final inspection, a copy of tt^e following checked installation certificates shall be posted or made available v/ith the buikling permit(s) issued for ttie building and shall be made available to the; eriforcernent agencj for all apiplicable inspections. Installation Certificate X CF-6R-ENV-01 - Envelope - Instilation: Roofing; Fenestration CF-6R-ENV-20-HERS - Building Envelope Seafing CF-6R-ENV-21-HERS - Quality Instilation InstaHafion (QII) - Framing Stage Cheddist CF-6R-ENy^22rHERS -Quafity Insulation Installation (QII) - Insuiation Stage Checklist >< CF-€R-LTG-Oi - Residential Litjhfing X CF-6R-MECH-01-Domestic Hot Water (DHW) CF-6R-MECH-02 - Solar Domestic Hot Water Systems (SDHV»0 CF-6R-MECH-03 - Pool And Spa Heating Systems CF-6R-MECH-04 - Space CondiBoning Systems, Ducts and Fans >< CF-6R-MECH-05 - Indoor Air Quafity and Mechanical Ventilation CF-6R-MECH-06 - Evaporatively Cooled Condensing Units CF-6R-MECH-07 - Evaporative Coolers CF-6R-MECH-08 -Ice Storage Air Conditioning (ISAC) Units CF-6R-MECH-20-HERS - Duct Leakage Test - Completely New or Replacement Duct System CF-6R-MECH-21-HERS-Pud Leakage Test- Existing Duct System CF-6R-1VIECH-22-HERS- HSPP/PSPP Installation; Cooling Coil Airflow & Fan Watt Draw Test CF-6R-MECH.23-HERS-r Verification of High EER Equipment CF-6R-MECH-24-HERS - Chait}e Indicator Display (CID) CF-6R^ECH-25-HERS - Refdg^nt Charge Verification - Standard Measurement Procedure CF-6R-MECH-26-HERS -Refr^rarit Charge Verification - Altemate Measurement Procedure CF-6R-MECH-27-HERS - Maximum Rated Total CooOnig Capat^ CFr6R-MECH-28-HERS - Low Lieakage Air Handler Verification CF-6R-MECH-29-HERS - Supply Duct Compliance Credits - Location; Suriace Area; R-value me- For installations that require HERS field venfication, registered copies of the foltowing checked verification and testing certificates shall be posted or made available wjth the building permit(s) issued for the building and shall be nnade available to the enforcemerit ageinc^ for all applicable inspections. Certificate of Field Verification and Diagnostic Testing CF-4R-ENV-20 - Buikiing Envetope Seafing CF-4R-ENV-21 - Quality insulation Installation (QII) >- Framing Stage Checklist CF-4R-ENV-22 -Quality Insulation Instailation (QII) - Insulation Stage Checklist CF-4R^ECH>20Duct Leakage Test-Conipletely New or Replacement Duct System CFr4R-MECH-21 - Duct Leakage Test -Existing Duct System CF-4R-MECH-22 - HSPP/PSPP Installation; Cooling Coil Airitow & Fan Watt Draw Test CF-4R-MeCH-23- Verification of High EER Equipment CF-4R-MECH-24Charge Indicator Dispiay (CID) ' CF-4R-MECH-25 - Refrigerant Charge Verificatiori - Standard Measurement Pro<»dure CF-4R-MECH-26 - Not Used CF-4R-WECH-27 - Maximum Flated Total Cooling Capacity CF-4R-MECH-28 - Low Leakage Air Haindler Verification CFr4R-MECH^29 - Supply Duct CompBance Credits - Location; Surface Area; R-value Mandatory Measures Summary MF-IR Residential (Page 1 of3) Site Address: Enforcement Agency: Date: NOTE: Low-rise residential buildings subject to the Standards must comply witii all applicable mandatory measures listed, regardless ofthe compliance approach used More stringent energy measures listed on the Certificate of Compliance (CF-IR, CF-IR-ADD, or CF-1 R-ALT Form) siiall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all • applicable sections of the MF-IR Form with plans. DESCRIPTION Building Envelope Measures: § 116(a) 1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products {except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of § 10-111(a). • \ § II7: Exterior doors and windovvs are weather-stripped; all joints and penetrations are caulked and sealed. § It 8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(i): The thermal emittance and solar reflectance values ofthe cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1R Form. ^ ' *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. § 150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§ 150(c): Minimum R-13 insulation in wood-fiame wall or equivalent U-factor. 150(d): Minimum R-13 insulation in- raised wood-fiame floor or equivalent U-factor. §150(0: Air retarding wrap is tested, labeled, and installed according to ASTM El677-95(2000) when specified on the CF-IR Fotm. §150(g): Mandatory Vapor barrier installed in Climate 21ones 14 or 16. §1500): Water absorption rate for slab edge insulation mateiial alone without facings is no greater than 03%; water vapor permeance rate is no greater than 2.0 perrn/inch and shall be protected fix)m physical damage and UV light deterioratiori. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § I50(e)I A: Masonry or factoty-built fireplaces have a closidile metal or glass door covering the entire opening of the firebox. § 150(e)IB: Masonry or factoiy-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §lS0(e)2: Continuous buming pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside ofthe building, are prohibited. - ; • • • • • Space Cottditioning, Water Heating aad Plumbing System Measures: § 110-§ 113: HVAC equipment, water heaters, showerheads. faucets and all other regulated appliances are certified by the Energy Commission. §113(c)S:. Water heating recirculation loops serving multiple dwelling imits and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 113(c)5. §115: Continuously buining pilot lights are prohibited for natural gas: fan-type central fiimaces, household cooking appliances (appliances with an electrical suppty voltage connection with pilot lights that consume less than ISO Btu/hr are exempt), and pool and spa heaters. § 150(h): Heating and/or cooiing loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Heating systems are equipped with thennostats that meet the sett)ack requirements of Section 112(c). § lSO(j)l A: Storage gas water heateis rated with ah Energy Factor no greater than the federal minimal standard are extemally wrapped with insulation having an installed thermal resistance of R-12 or greater. § 1500)1B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 extemal insulation or R-16 intemal insulation where the intemal insulation R-value is indicated on the exterior of the tank. §1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. § 150Q)2: Cooling systera piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation ISO-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §1500)3A: Insulation is protected itom damage, including that due to sunlight, moisture, equipment mdntenance, and wind. §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. 2008 Residential Compliance Forms August 2009 Mandatory Measures Summary MF-IR Residential (Page 2 of 3) Site Address: Enforceraent Agency: Date: } §1500)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. Ducts and Fans Measures: § 1 SO(m) 1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and retum-air ducts and plenums are insulated to a minimum installed level of R-4.2 or ' enclosed entirely in conditioned space. Openings shall be sealed vdth mastic, tape or other duct-closure system that meets the applicable requirements of UL:'18U UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall t>e used § 150(m)l: Building cavities, support platforms for air handlers, and plenums defined or constmcted with materials other than sealed sheet metal, duct board or fiexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area ofthe ducts. § 150(m)2b: Joints and seatns oftduct systems and their components shall not be sealed with cloth back mbber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150(m)7: Exhaust fan systems have back draft or automatic dampers. § 150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. § 150(m)9: Insulation shall be protected from damage, including that due to simlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation ttiat • can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(o): All dweUing units shall meet tiie requirements of ANSl/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Biiildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or'spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Reglulations; an on-off switch mounted putside of the heater; a pennanent weatherproof plate or card with operating instmctions; and shall not use electric resistance heating or a pilot light §114(b)l: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and retum. lines, or built-up connections for fijture solar heating . • §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or progammed to mn only during off-peak electric demand periods. § 150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of § 150(p). Residential Lighting Measures: §lSO(k)l: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Tabte 150-C and is not a low efficacy luminaire as specified by § 150(k)2. §150(k)3: The wattage ofpermanently installed luminaires shall be determined as specified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated .13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. § 150(k)S: Permanentiy installed tiight lights and night lights integral to a permanentiy installed luminaire or exhaust fan shall contain only hi^ efficacy lamps .meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line-voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by § 130(d), and shall not contain a medium screwrbase socket. ' § 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applidable requirements of §150(k). §150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent ofthe total rated wattage of permanently instaited lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelfing units less tiian or equal to 2,500 ^ or 100 watts for dwelling units larger tiian 2,500 ft* may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanentiy installed luminaries In garages, laundiy rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is intemal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet §I50(k)I0: Peimanently installed luminaires in bathrooms, attached and detached garages, laundiy rooms, closets and utility rooms shall be high efficacy. ' 2008 Residential Compliance Forms August 2009 Mandatory Measures Summary MF-IR Residential (Page 3 of 3) Site Address: Enforcement Agency: Date: EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupant sensor. §150(k)l 1: Peimanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided Uiey are controlled by eitiier a dimmer switch thatxomplies with the applicable requirements of § 119, or by a manual-on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply witti §1500c)ll. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratoiy; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)i3: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a tesidential building or to other buildings on the same lot shall be high efficacy. EXCEPTION i: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch tiiat disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass svntch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply witii Exceptioni to §150(k)13 may be controlled by a temporaiy override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated witiun six hours. EXCEPTION 3: Permanentiy installed luminaires in or around swimming pool, water features, or otiier location subject to Article 680 of the Califomia Electric Code need not be high efficacy luminaires. § 150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as detennined according to § 130(d). §lS0(k)15: Lighting for parking lots and carports with a total offer 8 or more vehicles per site shall comply with the applicable requiiements in Sectibns 130,132, 134, ahd 147. Lighting for paridng garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,134,and 146 ' • § 150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be higli efficacy luminaires. EXCEPTION: Permanentiy installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of § 119. • 2008 Residential Compliance Forms August 2009 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 1 Project Title Zephyr Partners-Parcel #4 Project Address Oak Avenue 4 ****** Carlsbad, California *v8.1* Doctimentation Author. . . Rick Maurer ****** Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Orange, CA 928 69 714-771-1507 Climate Zone 07 Compliance Method .. MICR0PAS8 v8.1 for 2008 CEC Standards (r04) Date..11/07/13 16:13:54 Building Permit # Plan Check / Date Field Check/ Date MICR0PAS8 v8.1 File-ZEPHYR4 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #4 MICR0PAS8 ENERGY USE SUMMARY Energy Use Standard (kTDV/sf-yr) Design Proposed Design Compliance Margin Percent Improvement 6.91 4.46 0.72 7.71 0.54 -0.99 0.00 3.39 7.2% -28.5% 0.0% 30.5% Total 22.74 19.80 2.94 12.9% *** Building complies with Computer Performance *** GENERAL INFORMATION HERS Verification Not Required Conditioned Floor Area 3446 sf Building Type Single Family Detached Construction Type New Natural Gas at Site Yes Building Front Orientation. Front Facing 325 deg (NW) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type FullYear Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume. 34460 cf Slab-On-Grade Area 3033 sf Glazing Percentage 20.5 % of floor area Average Glazing U-factor... 0.43 Btu/hr-sf-F Average Glazing SHGC 0.41 Average Ceiling Height 10 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 2 Project Title Zephyr Partners-Parcel #4 I Date..11/07/13 16:13:54 MICR0PAS8 v8.1 File-ZEPHYR4 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #4 BUILDING ZONE INFORMATION Floor Area # of # of Volume Dwell Peop- Cond- it- Thermo- stat Vent Vent Verified Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 3446 34460 1.00 4.0 Yes Setback 8.0 Standard No ATTIC AND ROOF DETAILS Frame R-R- Roof Roof Re-Emiss- Frame Spac-Value Value Vent Mass Rise flect-ivity Depth ing Above Below Area Vent Roof Type (Ib/sqft) ance (in.) (in.) Deck Deck Ratio High Tile Heavy 3.5:12 0.10 0.85 3.5 24 oc 0.00 0.00 1/300 0.00 OPAQUE SURFACES U-Sheath-Solar Appendix Frame Area fact-Cavity ing Act Gains JA4 Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 422 0.074 19 0 325 90 Yes 4 .3.1 A5 Front 2x6 Wall 2 Wall Wood 200 0.102 13 0 325 90 No 4 .3.1 A3 Gar. Wall 3 Wall Wood 878 0.074 19 0 55 90 Yes 4 .3.1 A5 Left 2x6 Wall 4 Wall Wood 449 0.074 19 0 145 90 Yes 4 .3.1 A5 Back 2x6 Wall 5 Wall Wood 714 0.074 19 0 235 90 Yes 4 .3.1 A5 Right 2x6 Wall 6 Wall Wood 289 0.074 19 0 235 90 No 4 .3.1 A5 Gar. 2x6 Wall 7 Attic Wood 2753 0.031 30 0 n/a 0 Yes 4 .2.1 A20 Vented Attic 8 Attic Wood 140 0.048 19 0 n/a 0 Yes 4 .2.1 A16 FAU Platform 9 Roof Wood 140 0.051 19 0 325 27 Yes 4 .2.2 A12 Vaulted Roof 10 Door Wood 21 0.500 0 0 235 90 No 4 .5.1 A4 Garage Door 11 Door Wood 28 0.500 0 0 55 90 Yes 4 .5.1 A4 Left Door PERIMETER LOSSES Surface 12 SlabEdge Length (ft) 278 F2 Factor O.730 Appendix Insul Solar JA4 Location/ R-val Gains Reference Comments R-O/Oin No 4.4.7 Al Standard Slab Edge CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 3 Project Title Zephyr Partners-Parcel #4 Date..11/07/13 16:13:54 MICR0PAS8 v8.1 File-ZEPHYR4 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #4 FENESTRATION SURFACES Exterior Orientation Area (sf) U- factor SHGC Act Azm Tilt Shade Type Location 1 Wind Front (NW) 27. 5 0. 400 0 .400 325 90 Standard FGLASSl 2 Wind Front (NW) 36. 0 0. 400 0 .400 325 90 Standard FGLASS2 3 Door Front (NW) 48. 0 0. 400 0 .400 325 90 Standard FGLASS3 4 Wind Front (NW) 6. 8 0. 400 0 .400 325 90 Standard FGLASS4 5 Wind Left (NE) 35. 0 0. 400 0 .400 55 90 Standard LGLASSl 6 Wind Left (NE) 33. 0 0. 400 0 .400 55 90 Standard LGLASS2 7 Wind Left (NE) 8. 0 0. 400 0 .400 55 90 Standard LGLASS3 8 Wind Left (NE) 36. 0 0. 400 0 .400 55 90 Standard LGLASS4 9 Door Left (NE) 40. 0 0. 400 0 .400 55 90 Standard LGLASS5 10 Wind Left (NE) 30. 0 0. 400 0 .400 55 90 Standard LGLASS6 11 Wind Left (NE) 12. 5 0. 400 0 .400 55 90 Standard LGLASS7 12 Door Back (SE) 48. 0 0. 400 0 .400 145 90 Standard BGLASSl 13 Wind Back (SE) 30. 0 0. 400 0 .400 145 90 Standard BGLASS2 14 Door Back (SE) 128. 0 0. 400 0 .400 145 90 Standard BGLASS3 15 Wind Back (SE) 20. 0 0. 400 0 .400 145 90 Standard BGLASS4 16 Wind Back (SE) 35. 0 0. 400 0 .400 145 90 Standard BGLASS5 17 Wind Back (SE) 30. 0 0. 400 0 .400 145 90 Standard BGLASS6 18 Wind Right (SW) 15. 0 0. 400 0 .400 235 90 Standard RGLASSl 19 Wind Right (SW) 8. 0 0. 400 0 .400 235 90 Standard RGLASS2 20 Wind Right (SW) 8. 0 0. 400 0 .400 235 90 Standard RGLASS3 21 Wind Right (SW) 30. 0 0. 400 0 .400 235 90 Standard RGLASS 4 22 Wind Right (SW) 8. 0 0. 400 0 . 400 235 90 Standard RGLASS5 23 Wind Right (SW) 6. 8 0. 400 0 .400 235 90 Standard RGLASS6 24 Skyl Back (SE) 27. 0 1. 300 0 .730 145 27 None BSKYLT SLAB SURFACES Slab Type Area (sf) Standard Slab 3033 HVAC SYSTEMS System Type Furnace ACSplit Verified Verified Verified Verified Verified Maximum Minimum Refrig Charge Adequate Fan Watt Cooling Efficiency EER or CID Airflow Draw Capacity 0.800 AFUE n/a 13.00 SEER No n/a No n/a No n/a No n/a No CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 4 Project Title Zephyr Partners-Parcel #4 Date..11/07/13 16:13:54 MICR0PAS8 v8.1 File-ZEPHYR4 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, lnc Run-Parcel #4 HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 55480 n/a n/a n/a ACSplit n/a 38655 43564 n/a Sizing Location CARLSBAD Winter Outside Design 34 F Winter Inside Design 70 F Summer Outside Design 81 F Summer Inside Design 75 F Summer Range 10 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-6 No No No ACSplit Attic R-6 No No No FAN SYSTEMS Flow Power System Type (cfm) (W/cfm) Standard 64.4 6 .25 WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R-value 1 Smalllnstanta Gas Recirc/DemanidManual 2 .82 n/a R-n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 5 Project Title Zephyr Partners-Parcel #4 Date..11/07/13 16:13:54 MICR0PAS8 v8.1 File-ZEPHYR4 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #4 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a non-standard Water Heating System. REMARKS 1) All hot water lines will be insulated per Sec. 150(J) with a minimtom of 1 inch insulation. This is an addition to the insulation required by the mandatory requirements. 2) The water heaters for this house will have an optional hot water demand type recirculating system with manual control. 3) This house will have two tankless water heaters with an energy factor of .82 or greater and sized per the owner's specifications. 4) All windows and glass doors will have non-metal frames with a weighted average NFRC U-factor of .40 or less and a weighted average SHGC of .40 or less with Low-E glass. 5) The skylights will have metal frames with dual pane glass and default values. CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 6 Project Title Zephyr Partners-Parcel #4 Date..11/07/13 16:13:54 MICR0PAS8 v8.1 File-ZEPHYR4 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #4 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 California Code of Regulations, and the administrative implement them. This certificate has been signed by the overall design responsibility. and 6 of the regulations to individual with DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Company. Address. Phone... License. Signed.. Zephyr Partners 11750 Sorrento Valley#130 San Diego, CA 92121 (858) 558-3650 Name.... Company, Address. Phone... Signed. (date) Rick Maurer Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Orange, CA 92869 714-771-1507 ^ (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone, Signed. (date) HVAC SIZING HVAC Page 1 Project Title Zephyr Partners-Parcel #4 Date..11/07/13 16:13:54 Project Address Oak Avenue 4 ****** Carlsbad, California *v8.1* Documentation Author... Rick Maurer ****** Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Orange, CA 92869 714-771-1507 Climate Zone 07 Building Permit # Plan Check / Date Field Check/ Date Compliance Method MICR0PAS8 v8.1 for 2008 CEC Standards (r04) MICR0PAS8 v8.1 File-ZEPHYR4 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #4 GENERAL INFORMATION Floor Area 3446 sf Volume 34460 cf Front Orientation Front Facing 325 deg (NW) Sizing Location CARLSBAD Latitude 33.2 degrees Winter Outside Design 34 F Winter Inside Design 70 F Summer Outside Design 81 F Summer Inside Design 75 F Summer Range 10 F Interior Shading Used Yes Exterior Shading Used Yes Overhang Shading Used Yes Latent Load Fraction 0.12 HEATING AND COOLING LOAD SUMMARY Description Heating (Btu/hr) Cooling (Btu/hr) 23541 11050 12511 n/a 8378 8723 21466 953 2520 4994 55480 n/a 38655 4909 Minimum Total Load 55480 43564 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. 2008 Joint Appendices JA4-25 4.3 Walls Table 4.3,1 - U-factors of Wood Framed Walls Rated R-value of Continuous Insulation' Cavity Nominal Framing Size R-0 R-2 R-4 R-6 R-7 R-10 R-14 Spacing bisutation Nominal Framing Size A . B C D 'E F G H 16 in. OC None Any 1 0.356 0208 0.147 0.114 0.102 0-093 0.078 0.059 ; R-11 tHlt 2x4 2 6.110 0.090 0.076 0.066 0.062 0,059 0.052 0,043 R-13tialt 2x4 3 r^01O2^ 1 oi»s 0.072 0.063 0.060 0.056 0.050 0.042 R-15 tjatt' '2x4; . ' • 4 0.095 Q.080 0.069 0.061 6.057 0.054 0.049 0.041 R-19t)att 2x6 ••5. ^0.074j ) Q.OM 0.057 0.051 0.049 0,046 0.04i3 0.036 R-21 batt\ 2x6 6 0.069 0J)61 0.054 0.049 0.047 0.044 0.041 0.035 R-19 batt 2x8 • - •. • : • 7 0.065 0J058 0.052 0.047 0.045 0.043 , 0.039 6.034 R-22 bait . 2x8 ;• 8 0.061 OJS* 0JD49 0.045. 0.043 0.041 0.038 0,033 R-25 batt 2x8 • 9 0.057 oxst 0.046 0.042 0.041 0:639 . a036 ; 0-032 R-30 batt 1 .'•2x8 ./. 10 0.055 0,050 0.045 0.041 0-040 0-038 0.035 0-031 R-30 batt 2x10 11. 0.047 0:043 0.040 0.037 6-035 0-034 0.032 6-028 .R-38 batt 2x10 12 0.046 0.042 0.039 0.036 0.035 0.034 0.032 0-028 R-38batt • 2x12 13 0:039 O.036 0.034 6:032 0.031 0.030 0.028 . 0.025 Foamed 2x4 14 0.103 0.Q85 0.073 0.064 0.060 0.056 -0051 0.042 Plasticor Cellulose ^ lnsuiation3' 2x6 15 0.071. 0.062 0.055 0.050 0.047 6.045 0.042 0.036 Plasticor Cellulose ^ lnsuiation3' 2x8 16 0.056 .0.050 0.046 0.042 o:o4o 0.039 0.036 0.031 iZxIO 17 0.045 • 0.041 0.038 6.035 0.034 6,033 0.031 01028 2x12 18 0.038 0.035 P.C03 0.031 0.030 0.029 . 0.028 0.025 24in:OC None Any 19 0.362 0210 0.148 0,114 0.102 0'093 0.078 0,060 R-11 baft 2x4 .,120 0.106 6.067 • 0.074 0.065 0.061 0.057 0.051 0.643 R-13 batt . 2x4 21. 0.098 0.082 0.070 6.062 0.058 0,055 . 0.049 6.041 R-rSbatt 2x4 •22 0.091 0.077 0.067" 0.059 0.656 6.0S3 0.048 0.040 R-19 batt, 2x6 ^ 23 0.071 0.062 0.05S 0.050 • 0.047 0.045 0.042 .0.036 . R-21 batt' 2x6 : 24 0.066 0.058 0.052 . 0.047 0.045 0,043 0.(140 . 0.034 R-i 9 batt 2x8 25 0.063 0.056 0.050 6,046 0.044 0.042-0.039 0.033 R-22bmt. • 2x8-.: 26 0.058 0.052 0.047 0.043 . 0.041 0.040 0.037 .0.032 R-25 batt 2x8 • . 27 0.056 0.050 0.046 0.042. 0.04p 0.039 0.036 0.031 R-3dbatt1 .2x8 28 0.053 0.048 0.044 0.040 0.039 0.037 0.035 0.030 R-30 batt 2x10 29 0.045 .0.041 0.038 6-035 0.034 0.633 0.031 0.028 rR-38batt 2x10 : . 3b 0.Q44 0.040 0.037 0.033 0-034 p:033 0.031 0.027 R-38 batt 2x12 31 0.038 0.035 0.033 ,0.031 0-030 0-029 0.028 0.025 Foanied Plasticor Cellulose lnsulation3 2x4 2x6 32 33 0.099 0.069 0.083 0.059 0.071 0.054 0.062 0.049 0.658 0.047 0.655 0.644 . 0.050 0.041 0,041 0.035 Foanied Plasticor Cellulose lnsulation3 2x8 34 0.054 0.(j49 0.044 6.041 0,639 6,038 0.035 0.031 2xtO 35 0.044 0.040 6.037 0.035 ao34 0.033 0.031 0.027 25C12 36 0.036 0.034 0.031 0.630 0.029 0.028 0.026 0,024 • Notes , 1. Higher density fiberglass tiatt is required in these cases, 2. Continupus.insulation may be installed on either ttie insicJe or the exterior bf the wall, or ^ ) 3. Foamed plasUc and ceUulose shall fill the entire cavity. CeUulose shall have a tHhder to prevent saggng. Joiiit Appendix JA4 - U-Faetor, C-Factor, and Thermal Mass Data 2008 Joint Appendices JA4-7 4.2 Roofs and Ceilings Table 4.2.1 - U-factors of Wood Fratned Attic Roofs ' Rated R-value of Continuous Insulation' Tnissi Spacing R-vaiueof AtSc - insulafion None A'.' • R-2 B RH» ;•• c '.• R-6 D R-7 •'E -F R-10 G R-14 H 16in.pc None .Yl ' 0-300 0.187 0.136 0.107 0.097 0.068 Q.07S 0.05S R-11 2 0.079 0.068 0.060 0.653 0.051 a048 0.044 0.037 R-13 3 0-071 0.062 0.055 0.050 0.047 . 0.045 0,041 0.036 R-19 ••-.•4 0.049 0.045 0.041 0.038 0-037 0.035 0.033 0,029 R-21 '•5 0.042 0.039 0.036 0-034 0.032 0.031 0,030 0.026 F^22 6 0.043 . 0-039 0.037 0-034 0.033 0i032 0.030 6-027 R-25 7 0.038 o-oas OJ033 0JX3\ 0.030 0.029 0.028 0.025 R-30 0.032 0.030 0.028 0-027 0.026 6.025 0.024 0-022 R-38 ••9 • . 0.026 0.024 6.023 0-Q22 ^ 0,022 0-021 0,020 6-019 R-44 10 0-021 0.020 0.019 0.019 0,018 . 0.018 0.017 0.016 . R-49 11 0.020 0.019 0.019 o!oi8. 0.018 . 0.017 ' 6,017 0.016 R^ •12 0.017 0.016 0.016 0-01 is 0.015 0.015 6.014 . 0.013 24 In. be None 13 0.305 0.189 0137 0.108 0.097 0.089 0.075 6.058 R-il ,14 0-076 0.066 0.058 0!052 0.050 0.647 0.043 0,037 R-13 15 0.068 0.060 • 0.054 0,048 0.046 0.044 OJMI 0.035 R-19 16 r6.648j 0.043 0.040 6-037 0.036 0.034 6JOS2 0.029 R-21 17 0-043 0.040 0.037 0,034 0.033 0.0^ 0.030 0.027 Fl-22 18 0.041 0-038 0.036 0.033 0,032 .0:031 0.029 0.026 R-25 19 ;. 0.037 6.034 0.032 .., 0.030 0,029 0.0^ 6.027 . 0.024 . R'30 20 Co.03n 0.029 V 0.028 0.026 0,025 0.025 6.024 0.022 R-38 21 0.625 0.024 0,623 0.022 0.021 0.021 0.020 0.018 R-44 . 22 0.021 0.020 0.019 0.019 0.018 . 0.018 0.017 P.6I6 ' R-49 23 0.019 0.019 0.018 0.017 0.017 0.017 ojoie , 0.015 R^O 24 0.016 0.016 , 0.015 0.015 0.014 0.014 0.014 0.013 Notes: . 1. Continuous insulation shall be located at the c^eifiiig. below ttie txittom chord of the tmss ard be uninterrupted by fratnir^g. 2. In climate zones 1 and 16 the insulating R-value of continiious insulation rnaterials installed above the roofe waterproof membrane . shallbe muttipfied by 0.8 befpiiexhoosifig the table cofamh foe^ This table contains thermial performance data (U-factors) foV wood framed attics where the belling provides the air barrier and the attic is ventilated. Wood trusses are the most common constmction for low-rise residential buildings and for Type V nonresidential buildings. While the sketch shows a truss systern with a flat ceiling, the data in this table rnay be Lised for scissor tmsses and other non-flat tmsses. If the bottom chord is not flat, then the slope shpiild not exceed 3:12 for nonadhesive bindei; blown insulation. This table may also be used with composite tmsses that have a wood top and bottom chord and metal struts connecting them. For the majority of cases, values will be selected from column A of this table. Column A shall be used for the common situation where either batt or blown insulation is placed directly over the ceiling (and tapered at the edges). Builders or designers may increase thermal performance by adding a continuous insulation layer at the ceiling. The continuous insulation is typically a rigid polystyrene or polyisocyanurate foam insul?ition. Continuous insuiatipn does not include the blown or batt insulation that is over the bottohi chord of the truss (this is ali'eady accounted for in the U-factors published in Column A). Joint Appendix JA4 - U-Factor, C-Factor, and Thermal Mass Data 2008 Joint Appendices JA4-9 Table 4.2.2 - U-factors of Wood Framed Rafter Roofs Rated R-value of Continuous Insulation Rafter R-value of Cavity Insulation Nominal Framing Size None R-2 R-4 R-6 R-7 R-S R-10 R-14 Spacing R-value of Cavity Insulation Nominal Framing Size A B C D E F G H 16in.0C None Any 1 0297 0-186 0.136 0.107 0.096 0.088 0.075 0.058 R-11^ 2x4 2 0-084 0.072 0.063 0.056 0.053 0-050 0.046 0,039 R-13^ 2x4 3 0.075 0.065 0-058 0.052 0.049 0.047 0.043 0.037 R-15^ 2x4 4 0-068 0.060 0.053 0.048 0-046 0-044 0-040 0-035 R-19* 2x4 5 0.075 0.065 0-058 0.052 0-049 0-047 0.043 0.037 R-19" 2x4 6 0-062 0.055 0-050 0.045 0.043 0-041 0-038 0-033 R-11 2x6 7 0-076 0.066 0.058 0-052 0-050 0-047 0.043 0-037 R-13 2x6 8 0.069 -0-061 0.054 0-049 0.047 0.044 0.041 0.035 R-15 2x6 9 0.062 0-055 0.050 0-045 0.043 0.041 0.038 0-033 R-19^ 2x6 10 0.056 0.050 0.046 0,042 0.040 0.039 0.036 0.031 R-21^ 2x6 11 0.052 0.047 0-043 0.040 0.038 0-037 0-034 0-030 R-19^ 2x8 . 12 Coost Z 1 0-046 0-042 0.039 0-038 0.036 0-034 0-030 R-21 2x8 .13 0.048 0-044 0.040 0.037 0-036 0.035 0-032 0.029 R-22 2x10 14 0.044 0-040 0-037 0.035 0-034 0.033 0-031 0.027 R-25 2x10 15 0.041 0.038 0.035 0.033 0-032 0.031 6-029 0.026 R-30* 2x10 16 0.036 0.034 0.031 0.030 0.029 0.028 0.026 0.024 R-30 2x12 17 0.035 0.033 0-031 0.029 0.028 0.027 0.026 0.023 R-38* 2x12 18 0.029 0.027 0.026 0.025 0.624 0.024 0.022 0.021 R-38* 2x14 19 o:028 0.027 0.025 0.024 0.023 0.023 0.022 0.020 Sprayed Foam 2x4 20 0.074 0.064 0-057 0.051 0.049 0.046 0.043 0.036 or Cellulose Insulation^ 2x6 21 6,052 0-047 0.043 0,040 0.038 0.037 0.034 0.030 or Cellulose Insulation^ 2x8 22 0.041 0.038 0,035 0.033 0.032 0.031 0-029 0.026 2x10 23 0.033 0.031 0,029 0,028 0.027 0.026 0.025 0.023 2x12 24 0.028 0-027 0-025 0,024 0.023 0.023 0.022 0.020 24in.OC None Any 25 0.237 0.161 0.122 0,098 0.0i89 0.082 0,070 0.055 R-11^ 2x4 26 0.081 0.070 0.061 0.055 0.052 0.049 0.045 0.038 R-13^ 2x4 27 6-072 0-063 0.056 0.050 0.048 0.046 0.042 0.036 R-15^ 2x4 28 0.065 0-058 0.052 0.047 0.045 0.643 0.039 0,034 R-19^ 2x4 29 0-072 0.063 0.056 0.050 0.048 0-046 0.042 0.036 R-19" 2x4 30 0.059 0-053 0.048 0.044 0.042 0-040 0.037 0.032 R-tl 2x6 31 0-075 0.065 0.058 0.052 0,049 0.047 0.043 0.037 R-13 2x6 32 0.067 0-059 0.053 0,048 0.046 0.044 0.040 0.035 R-15'' 2x6 33 0.060 0-054 0,048 0.044 0.042 0.041 0.038 0.033 R-19^ 2x6 34 0.054 0-049 0-044 0,041 0.039 0.038 0.035 0,031 R-2i^ 2x6 35 0.049 0.045 0-041 0,038 0-036 0.035 0,633 0,029 R-19^ 2x8 36 0.049 0,045 0.041 0,038 0-036 0.035 0,033 0.029 R-21 2x8 37 0,046 0.042 0.039 0-036 0.035 0-034 0.032 0-028 R-22 2x10 38 0,043 0.040 0-037 0.034 0-033 0-032 0.030 0-027 R-25 2x10 39 0,039 0-036 0.034 0-032 0.031 0-030 0.028 0-025 R-30* 2x10 40 0.034 0,032 0,030 0.028 0-027 0-027 0.025 0.023 R-30 2x12 41 0.033 0.031 0.029 0.028 0.027 0-026 0-025 0,023 R-38* 2x12 42 0.028 0.027 0,025 0,024 0.023 0.023 0.022 6.020 Joint Appendix JA4 - U-Factor, C-Factor, and Thermal Mass Data 2008 Joint Appendices JA4-52 Table 4.4.2 - Standard U-factors for Wood Framed Floors without a Crawl Space R-Vaiue Rated R-value of Continuous Insulation Nominal Framing Size of Cavfty liisuL R-2 R-4 R-6 R-7 R-8 R-10 R-14 Spacing Nominal Framing Size of Cavfty liisuL A JB C D . E F G H 16 in. OC Any None 1 0238 0.161 0.122 0.098 0.089 0.082 0.070 0-055 2x6 R-11 2 0.071 0.062 0.055 0.050 0.047 0,045 0-041 0.036 (5.50 in) R-13 3 0.064 0.057 0.051 0.046 0.044 0.042 0.039 0.034 2x8 R-19 4 fO-OW J \ 0.044 0.040 0.037 0.036 0,035 0,033 0-029 (7.25 in.) R-22 5 •• • 0-044' 0.040 0.037 0.035 0.033 0.032 0,030 0-027 2x10 R-25 'C 0.039 0.036 0,634 0-031 0.030 0.030 0,028 0-025 (9.25 in.) R-30 6.034 0.032 0.030 0-028 0,028 0.027 0.025 0.023 2x12 R-38 8 0.029 0.027 0.026 - 0.024 0.024 0,023 0.022 0.020 (11.25 in.) 24 in. OC Any None 9 0,243 0.163 0,123 0,099 0.090 0.083 0.071 0.055 2x6 R-11 10 0.070 0.661 0.054 0-049 0-047 0.045 0.041 0,035 (5.50 in.) R-13 11 0.062 0.055 0.050 0,045 0-043 0.042 0-038 0.033 2x8 R-19 12 0.047 0.043 0,039 0-037 • 0.035 0,034 0.032 0.028 . (7.25 in.) R-22 13 0.042. . 0.039 0.036 0.034 0.033 0,032 0.030 0.026 2x10 R-25 14 0.037 0,035 0.033 0-031 0.030 0-029 0.027 0025 (9.25 in.) R-30 15 0.033 6.631 0.029 0-027 0.027 0.026 0.025 0-022 2x12 R-38 16 0.027 0.026 0.025 0,023 0.023 0.622 0.021 0,020 (11.25 in.) This table contains U-factors for wood freuned floors that are exposed to ambient (outdoor) conditions. This constmctibn is common for low-rise residential buildings and for Type 4 nonresidential buildings. If continuous insulation is ndt used, then choices are made from Column A. In this case, the insulation is installed only between the framing merhbers. If credit is taken for continuous insulation, the insulation may be installed either atiove or below the framing members. Joint Appendix JA4 - U-Factor, C-Factor, and Thermal Mass Data 2008 Joint Appendices JA4-61 Table 4.4.7- F-Factors for Unheated Slab-on-Grade Floors Rated R-Value of Insulation Insulation Description. R-0 . R-5 R-7.5 R-10 R-15 R-20 R-25 R-30 R-35 R-4Q R-45 R-50 R-55 A "- :B':: D E F G H 1 J K L M None 1 ^-73" 12 in. horizontal 2 0.72 0.71 b.7i 0.71 24 in. horizontal 3 0.70 0.70 0,70 0.69 36 in- horizontal 4 0.68 0.67 0.66 0.66 48 in. fiorizpnta! 5 •, 0-67 0.65 0.64 0-63 12 in. vertical 6 0-61 0.60 0.58 ; 0.57 0.567 0.565 0.564 24 in. vertical .. 7 : 0-58 0.56 0.54 0.52 0.510 0.505 6.502 36 iri. vertical .. . : 0-56 0-53 0.51 0.48 0,472 6.464 0.460 • •'••9 . 0-54 0.51 0-48 0.45 0,434 0.424 0.419 Fully insulated slab. 16 0-46 0.41. 0.36 0.30 0.261 0.233 0.213 0.198 0.186 0.176 0.168 0.161 Note: These values are used for slab edge conditions with and without carpet retire 4.4.7- UnhealedSlab-on-Grade Floor HQiizorital Insutation is continuous insulation that is applied directly to the underside of tiie slab and extends inward horizontally from the perimeier for the distance specified or continuous insuiatipn that is applied ^dovvnyvani from tiie top of the islab and then extends horizontally to the iriterior or the (exterior from the perirneter for the distance specified. Vertical bisidathn is continuoiis insuiation that is applied directly to the slab exterior, exterxfing dowTiwar^ continubus insulation that exterids dowrni/ard from the top to tiie slab and alpr^ the entire perimeter and: corfipletely covers the entire area under the slak Assumptions: Data of tfiis table is taken from the ASHfV^ESNA Staridard 90,1 -2C)C4, Appendix A. Joint Appiendix JA4 -• U-Factor, C-Factor, and Thermal Mass Data 2008 Joint Appendices ..- • ; JA4-63 4.5 Miscellaneous Constructiofi Table 4.5.1 - Opaque Doors Description U-factor (Btu/eF-fP) • . • - • ^ • A Uninsulated single-layer metal swinging doors or non-swinging-doors, including single-layer uninsulated access hatches and uninsulated smoke vents: : 1 1,45 Uninsulated double-layer metal smaging doors or non-svringing doors, incluciing double-layer uninsulated access hatches and uirHhsulated smoke vents: • 2 0.70 Insulated metal swinging c^rs, inciuding fire-rated dbors, insulated access hatches, and insulated smoke vents: 3 0.50^V . Wood dix>r5, minimum nominal ttiHC^ess of 1-3/4 in. (44 mm), including panel cfoors with minimum panel ttiickness of 1 -1/8 in. (28 mm), aihd solid core flush doors, and tiollow core flush doors: 4 i 0.50 J Any other wood door. • . 5 • 0-60 Uninsulateci single layer mebl'n>ni^db(3R5 including fire rated door 6 1-45 Insulated single layer metal jsecfiona/(A)C)hs, minimum irisulatkin nomin^ expanded pplysityrene (R-4 per irKih), 7 0-179 Soiirce: ASHRAE 90.1-2004, Section A7, Joint Appendix JA4 -7 U-Factor, C-Factor, and Thermal Mass Data MICROPASB FENESTRATVOM VALUB^ TaWe 2-4. Default Fenestration Prcxiuct (/-Factors (litis table lo be used by manufacturer's to establisfi a U-factor raling witftout performance tesling) FrameType' Single Pane U-factor Double Pane' Glass^ FrameType' Product Type Single Pane U-factor U-factor Block Metal : Operable 1,28 0.79 0.87 Metal Fixed 1.19 0.71 0.72 Metal Orecnhousc/Gardcn window 2.26 1.40 Metal Doors 1.25 0.77 . _ Metal Skylight 1.98 IJO^ Metal, Theraial Breaic Operable 0.66 Metal, Thennal Break Fixed OJS Metal, Theimal Break Greenhouse/Garden window 1.12 Meta,!, Thermal Break Doors 0.59 Metal, Thennal Break Skylight 1.11 Non-Metal Operable 0.99 0.58 0.60 Non-Metal Fixed 1.04 0.55 0.57 Non-Metal Doors 0.99 0.53 Non-Metal Greenhouse/Gaiden windows 1.94 1.06 Non-Metal Skylight 1.47 0.84 1. For all dual glazed fenestration products, adjust the listed U-factors as follow i: a. Add 0.05 for products with divideis between panes if spacer is less than 7/16 inch wide. b. Add 0.05 to any product with true divided lite (dividers through the panes). 2. Transiuscent or transparent panels shall use glass block values. Table 2-5. Default Solar Heat Gain Coefficient Total Window SHGC Single Double Glass FrameType Product' Glazing Pane Pane Block Metal Operable Clear 0.80 0.70^^ ' 0.70 Metal Fixed Clear 0.83 0.73 0.73 Metal Operable Tinted 0.67 0.59 Metal Fixed Tinted 0.68 0.60 Metal, Theimal Break Operable Clear 0.63 Metal, Thermal Break Fixed Clear 0.69 Metal, Thermal Break Operable Tinted 0.53 Metal, Thennal Break Fixed Tinted 0.57 Non-Metal Operable Clear 0.74 0.65 0.70 Non-Metal Fixed Clear 0.76 0.67 0.67 Non-Metal Operable Tinted 0.60 0.53 Non-Metal Fixed Tinted 0.63 0.55 SHGC = Solar Heat Gain Coefficient 1. Transiuscent or transparent panels shall use glass block values. tCr- AtOTE - Low-e Glass Default SHGC: Ifyou do not have an NFRC value for the SHGC, use the clear values from Table 2-5. Low-e glass is nol a tinted product. 2-38 COMPLIANCE 12/16/2009 © 2009 by Enercomp. Inc 4) 5) All windows and glass doors will have non-metal frames with a weighted average NFRC U-factor of .40 or less and a weighted average SHGC of .40 or less with Low-E glass. The skylights will have metal frames with dual pane glass and default values. Hpt2.\z. 6,A<=> FAU AJEUE_(M\U.') BTU OUTPOT VEI2.X.-CC> '-Cavu TXV GjAUUOM'b RBC. EFFIC. BMEJ%^/ FACTOR EXT. BLANKHT \- Ha. 12^T\MG, HVAQ pucr TEST Hvi^C- OUCT PATeX2\feUi F\EO EER 11 H II 13.0/— • ^ .0...- . BO G,AU, ^ VEK\Fr SpUMO ^t^DVMAMCE ??Bp. (iF A^syY^) PR\oa TO A/C SET. CITY OF CARLSBAD TPM-XX-XX TENTATIVE PARCEL MAP FOE 1811 OAK AVENUE Z. TNC ONSlTF CAffTHCN-SMHl TD RCMOIC PQ JL LOT aza 0 OATE OF PRE SOtLC t'' 30 scPTtwecn x 2otJ Ma OATe y 2 4 CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov 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. OAK AVE 4 Project Naine: Building Permit Plan Check Number: CBI 40216 Proiect ID: CT/MS: MS 13-06 Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: 1811 OAKAV 205-080-02-00 ZEPHYR CUSTOM HOMES LLC DEIVIO EXISTING 2.177 SF HOME (BUILT 1952^ // BUILD NEW 3.446 SFD RESIDENTIAL SINGLE FAMILY DWELLING 1 NEW DWELLING UNIT(S) 3,446 Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information.- .^F'RFhJA .S^V^MtortO Date: 4/29/14 SCHOOL DISTRICTS WITHIN THE CiTY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) 1 1 Vlsta Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 1 1 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 xll66) 1 1 San Dieguito Union High School District-By Appointment Only 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners. Ttie 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 l<nowledge, 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 behalfofthe Owner. Signature: B-34 Date: 6- (0-z^iH- Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school dlstrict(s)) ************************************************************ THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This Is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ARLSBAi CARLSBAD UNIRED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 B-34 Page 2 of 2 Rev. 03/09 City of Carlsbad Fire Department Office of Flre Prevention Division ADDENDUM TO BUILDINQ PERMIT This will serve as a reminder to the applicant. By signature, the applicant agrees to comply with these requirements as part of the building permit process: An all weather access road will be provided and maintained during construction phase, and Fire hvdrants shall be tested and operational prior to combustibles being brought on site. If you need further clarification, please contact the Fire Prevention Division at (760) 602-4665. Thank you. 5REG0RM RYANI Deputy Fire Marshal Signature of Applicant CompanyName Phone Number 1635 Faraday Avenue • Carlsbad, CA 92008 • (760) 602-4666 • FAX (760) 602-8561 ® ^ PLUMBING, Development Services <^^0^ ELECTRICAL, V ClTY o F MECHANICAL '^'^'%fo%02-7il Ani CRAP) WORKSHEET www.carlsbadca.gov V-'/Vr\L.ODr\Ly B-18 Buildlngiacarlsbadca.gov Project Address: Permit No, Information provided below refers to work being done on the above mentioned permrt only. This form must be completed and returned to the Building Division before the permit can Building Dept. Fax: (760) 602-8558 • (kni [ IJ be issued. / Number of new or relocated fixtures, traps, or floor drains J2L New building sewer line? Ves^ No Number of new roof drains? ^^CxMX:^^^ Install/alter water line? Number of new wciter heaters? _2-.g^/7 i«—f 4^ Number of new, relocated or replaced gas outlets? (p Number of new hose bibs? Residential Pemiits: New/expanded service: Number of new amps: . Minor Remodel on/y: Wes No^^^^ Commercial/Industrial: Tenant Improvement: Number of existing amps invohedin this proiect: Number of new amps involved in this project: New Construction: Amps per Panel- Single Phase Number of new amperes. ZOO Three Phase Number of new amperes Three Phase 480 Number of new amperes Nymber of new furnaces, A/C, or heat pumps? 1^ {H&u)or relocated duct worb? Ves No Number of new fireplaces? Z- Number of new. exhaust fans? R Relocate/ii^stallwe^ ^Q/) Number of new exhaust hoods? _ Numk)er of new boilers or compressors? Number of HP ^C*.^ B-18 Page 1 of 1 Rev. 03/09 City of Carlsbad Permit No: Address VALUATION WORKSHEET Building Division Assessor Parcel No. Date By TypeofWork Area of Work Multiplier VALUE SFD and Duplexes 3,446 $110.17 $379,645.82 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 451 $28.74 $12,961.74 Patio/Porch/Carport 153 $9.58 $1,465.74 Enclosed Patio 191 $15.51 $2,962.41 Decl<s/Balconies/Stairs $15.57 $0.00 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 GARAGE/STORAGE 111 $28.74 $3,190.14 $0.00 $0.00 $0.00 $0.00 Fire Sprinl<ler System 3,897 $3.11 $12,119.67 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential 3,446 $4.19 $14,438.74 Fireplace/ concrete, masonry 2 $3,855.98 $7,711.96 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $434,496.22 Valuation: $434,496 Comm/Res (C/R): C Building Fee $2,008.82 Plan Check Fee $1,406.17 Strong Motion Fee $91.00 Green Bldg. Stand. Fee $16.00 Green Bldg PC Fee $150.00 License Tax/PFF $15,207.37 License Tax/PFF (in CFD) $7,907.83 CFD isthourof Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD CFD 0 Yes (PFF= 1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: rn; ri) Final Inspection n Approved Date By PLANNING ENGINEERING /vj\)^ ( yv) ^ RRE Expedite? Y N Yig^^ DIGITAL FILES Required? Y N lal Inspi •c HazMat APCD Health Forms/Fees Sent Rec'd Due? Encrna Fire HazHealthAPCD PE&M School CiPT Sewer stormwater Special lns| CFD: Y (Ny I LFMZ / LandUse: Density: ImpArea: FY: Annex: Factor: By Y N Y PFF: Coniments Date Date Date Date Building Planning Engineering Fire Need?