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Home My WebLink About1815 OAK AVE; ; CB140214; Permit08-29-2014 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: MANDY MILLER City of Carlsbad 1635 Faraday Av Carisbad, CA 92008 Residential Permit Permit No:CB140214 Building Inspection Request Line (760) 602-2725 1815 OAK AV CBAD RESDNTL Sub Type: SFD Status: ISSUED 2050810300 Lot#: 0 Applied: 01/28/2014 $530,304.00 Constuction Type: 5B Entered By: LSM Reference #: MSI 30006 Plan Approved: 08/29/2014 1 Structure Type: SFD Issued: 08/29/2014 4 Bathrooms: 4.5 Inspect Area: Orig PC #: Plan Ctieck #: OAK AVE 4- PARCEL 3 BUILD NEW 4,281 LIVING/ 532 SF GARAGE/ 403 SF DECKS(2)/438 SF COVERED PORCHES (2) Owner: ZEPHYR CUSTOM HOMES II L L C 700 2ND ST ENCINITAS CA 92024 760-580-2508 11750 CORRENTO VALLEY RD #103 SAN DIEGO CA 92121 Building Permit $2,366.54 Meter Size FS3/4 Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $1,656.58 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 $53.03 PFF (3105540) $9,651.53 Park in Lieu Fee $0.00 PFF (4305540) $8,909.11 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 Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $323.00 Renewal Fee $0.00 ELECTRICAL TOTAL $85.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $131.76 Other Building Fee $7.50 Housing Impact 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 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $20.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 Green Bldg Stands Plan Chk Fee TOTAL PERMIT FEES $37,093.05 Total Fees: $37,093.05 Total Paynnents to Date: $37,093.05 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: "j'^^f^ 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 pemiit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limilations has previously otherwise expired. 08-29-2014 Job Address; Permit Type: Parcel No: Reference #: CB#: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW140128 1815 OAK AV CBAD SWPPP 2050810300 CB140214 OAK AVE 4 - PARCEL #3 - SFD Applicant: MILLER MANDY 700 2ND ST ENCINITAS CA 92024 760-580-2508 Emergency Contact: 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 08/29/2014 1 L 760-580-2508 SWPPP Plan Check SWPPP Inspections Additional Fees $0.00 $57.00 $0.00 TOTAL PERMIT FEES $57.00 Total Fees: $57.00 Total Payments To Date: $57.00 Balance Due: $0.00 F/NAL APPROVAL SIGNATURE Inspection List Permit*: CB140214 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 03/27/2015 17 Interior Lath/Drywall 03/24/2015 29 Final Plumbing 03/24/2015 39 Final Electrical 03/10/2015 18 Exterior Lath/Drywall 03/04/2015 82 Drywall/Ext Lath/Gas Test 02/23/2015 84 Rough Combo 02/20/2015 84 Rough Combo 02/02/2015 13 Shear Panels/HD's 01/21/2015 82 Drywall/Ext Lath/Gas Test 01/14/2015 17 Interior Lath/Drywall 01/09/2015 15 Roof/Reroof 11/21/2014 11 Ftg/Foundation/Piers 11/19/2014 11 Ftg/Foundation/Piers 11/12/2014 21 Underground/Under Floor 10/29/2014 66 Grout 10/24/2014 66 Grout 10/23/2014 66 Grout 10/17/2014 11 Ftg/Foundation/Piers 09/25/2014 24 Rough/Topout 09/18/2014 66 Grout 09/15/2014 66 Grout 09/11/2014 66 09/08/2014 12 Grout Steel/Bond Beam Inspector PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB PB SP PB PB Act AP Rl CA NR CA AP AP CA AP AP NR AP CA NR AP AP NR AP AP AP CA AP PA AP AP NR PA OAK AVE 4- PARCEL 3 BUILD NEW 4,281 LIVING/ 532 SF GARAG Comments COF/2-4PM this is for the first grout lift on 1815, needs inspection on second grout lift Wednesday, August 05,2015 Page 1 of 1 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: • PLANNING DENGINEERING • BUILDING QFIRE • HEALTH nHAZMAT/APCD ^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: buildlng@carlsbadca.gov www.carlsbadca.gov Plan Check No. \ cj [ c_| EstValue 5"30 SOM Plan Ck. Deposit j.lgiS'lo.Si Pate ( ILSLS"! >H |SWPPP/C/O JOB ADDRESS . cf/PRbJtefd ' ' rasTi 1 PHASE # syiTEf/sPACEf/uNrr* SUIT fi ^THRbOM^ I TENANT BUSINESS NAME jCdNSTR.T^E j OCt eSoijf DESCRIPTION OF WORK: Inc/ud* Square Feat Of Aff«ctmf/li«a((; EXISTINQ USE ^ PROPOSED uae i unn,.v.,u , ... oS(SF) DECKS (SF) FIREPLACE/ AIR CONDmONING FIRESPRINKLERS YES0f0 NCj 1 YES f^O | | YESrRWg| | APPLICANT NAME (Primary Contaet) , APPLICANTNAME (Secondar]hCantact) ADDRESS > - —i~i—*• ,1^^^—1 nvj—V—V Al jLAf—'—^Vi.y * —*'M*^i CITY ^.^^ STATE J ZIP CITY — ^ ^ ^ STATE ZIP ^ ^ , « PHONE ( \ FAX ^ PHONE„ FAX - EMAIL " PROPERTVOWNERNAME .\J —t-r- f "ZjjpVvvvv^ l\\^\t^rn V\c^t>o«A ^IL ^ \_L_C CONTRACTOR BUS. NAME < ADDRESS ' * f ADDRESS " ' CITY STATE \ ' 1\? CITY STATE ZIP PHONE ^ ( ' FAX ' PHONE FAX EMAIL ARCH/DESIGNER NJWlE & AODRESS STATE UC # STATE LIC.# CLASS ^ CITYBUS. LIC.# ^, . (Sec. 7031.5 Business and Professions Cbde: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt 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 Workers' Compensition Declaration: (AereAy affinn under penalty cfpeijixy one olthe follcming declarations: HI hive and will maintain a csitificate of consent to self-insure fbr woikers' compensation as provided by Section 3700 of the Labbr Code, fbr the perfbrmance of the work fbr which this pemiit is issued. I have and wiil maintain workers' cbmpensation, as requiied by Section 3700 cf the Labor Code, for the peribrmance of the work fbr which this pennit is issued. My workers' Cbmpensation insurance carrier and policy number are: Insurance Co. Policy No. Expiratton Date ThissflgtHin need not be compieied if the pennit Is for one hundred dollars (Sf 00) or less. Qbertiflcite of Exemption; I certify that in the perfomiance of the woik for which this f Califomia. WARNING: Failure to secure workers' compinsal addition to the cost of compansation.^ainiga^ prqulMmKln Section 3 JS^ CONTRACTOR SIGNATUR OWNER-BUILDER DECLARATION I, I shall not employ any person in any manner so as tb become subject tb the Workers' C^pensation Laws bf ail subject an employerto criminal penaltiss and civii fines up to one hundred thousand dollare (S100,000), in I, Interest and attorney's fees. •AGENT DATE 0'/z6//V / tereby affimi that I am exempf from Contractors Ucense 1^ lor the lollomng reason: I I I, as owner of the property or my emptoyees with wages as their sble Cbmpensatton, will db the wortt and the stmcture is net intended br otfefed ibr sale (Sec. 7044, Business and Pibtessibns Cbde: The (intractor's L^se Law dbes not apply tb an owner of property who builds or improves thereon, and who does such worti himself or through his own emplbyees, provided that such improvements are not intended or offered fbr jitm. If, hbwever, the buitoing or improvement is soto within one year of cbmptetton, the bwner-buitoer will have the buiden of proving that he dto not build or improve tor the puipose of sale). \y\ I, as owner of the property, am exdusively contracting with licensed contractois lo constmct the project (Sec. 7044, Business and Professtons Code: The Contractor's License Law does not apply to an owner of propefty who buitos or improves thereon, and contiacts for sxh projects with contractor(s) Itoensed pursuant to the (intractor's License Law). • I am exempt under Section. .Business and Professions Code for this reason: 1.1 personally plan tb provide the major labor and materials fbr cbnstnictton bfthe proposed property improvemenL I lYes I INO 2.1 (have / have not) signed an applicatton for a buiUing pennit for the proposed wortt. 3.1 have conlracted with the tollowing person (finn) to provide the proposed constructton (include name address / phone / contractors' license number): 4.1 plan to provide porttons of the wortt, but I have hired the following peison to coordinate, supenise and provide the major worit (include name / address / phone / contractors' license number): 5.1 will provide some bf the wortt, but I have ccntracted (hired) the fdtowing peisbns to provide the worit indicated (include name / address / phone / type of wortt): ^eTpROPERTY OWNER SIGNATURE ^:>^^^~^^ QAGENT DATE fcOMPLETE THIS SECTION FOR NON-RESIOENTIAL BUILOING P E R IM I T S ONLY Is the applicani or future buiUIng occupant required lo submit a business plan, acutely hazaidous materials reglstratton Ibnn or risk management and pre\«ntan program under Secttons 2550S, 25533 or 25534 of the Presiey-Tanner Hazardous Substance Account Act? QYes 13 No Is the appltoant or future building bccupant required to obtain a pennit firom the air pollutton control distrtcl or air quali ty management distrtcr? • Yes • No Is the MWy tobe constructed within 1,000 toel of the ouler boundary of a school sile? OYes ONo 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 REQUIREMENTS OF THE OFFiCE OF EMERGENCY SERVICES AND THE AiR POLLUTION CONTROL DISTRICT, CONSTRUCTION LENDING AGENCY I hersby affinm that there is a (xxistruction lending agency for Ihe petformance of the imrit tttis pennit is issued (Sec 3097 (i) Civil Code). Lender'sName APPLICANT CERTIFICATION Lender's AdAess Iceiti^llwtl haw wad tlw applcallonaiiUtlMe that the abow infonnation Is oonect and tw I hereby auttoriZB lepresenlaliye of Ihe CHy of Carisbad k) enter upon the above menttoned ptoperty br inspection pwposes. I ALSO AGREE TO SAVE, INCEMNtFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABLmES, JUDGMENTS, COSTS ANO EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CrTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMfT. OSHA An OSHA pennil is required tor excavatons over a'e* deep and dentoMion or constniction of sk^ EXPIRATION: Eveiy pennit issued by tie Building Onfcial under Ihe pitnisions of this Cod^ 180 days IiDm the data of such pennit or If the building or worit authorizedb^^jdipem^ 106.4.4 Unllbnn Building i^). >C5'APPUCANT'S SIGNATURE /^''VT/n .^ "* Jilt!^ Bu£^£„ INSPECTION RECORD IZI INSPECTION RECORD CARO WITH APPROVED PLANS MUST BE KEPT ON THE JOB SI CALL BEFORE 3;30 pm FOR NEXT WORK DAY INSPECTION IZI FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: www.Carlibadca.ffOv/BmiiHnq AND CLICK ON "Request Inspection" -yt^- ^ol. in o 0 DATE: yfXq nu CB140214 1815 OAKAV OAK AVE 4-PARCEL 3 BUILd NEW 4,281 LIVING/ 532 SF GARAGE/ 403 SF DECKS{2)/ 438 SF COVERED PORCHES 12\ RESDNTL SFD Lot#:, MANDY MILLER Rb^^URD COPY IF "YES" IS CHECKED BELOW THAT DIVISION S APPROVAL IS REQUIRED PRIOR TO REQtJESTING A FlNAL BUILDING INSPECTION. IF YOU HAVE ANY QUESTIONS PLEASE CALL THE APPLICABLE DIVISIONS AT THE PHONE NUMBERS PROVIDED BELOW. AFTER ALL REQUIRED APPROVALS ARE SIGNED OFF- FAX TO 760-602-8560, EMAIL TO B L DG IN S PE C Tl O N S@C A R L S B A D C A GO V OR BRING IN A COPY OF THIS CARD TO: 1635 FARADAY AVE.. CARLSBAD. CA 92008. BUILDING INSPECTORS CAN BE REACHED AT 760-602-2700 BETWEEN 7:30 AM - 8:00 AM THE DAY OF YOUR INSPECTION. NO YES y Required Prior to Requesting Building Final If Checlced YES Date Inspector Notes ^ v< Planning/Landscape 760-944-8463 Allow 48 hours [/ CM&I (Engineering Inspections) 760-438-3891 Call before 2 pm / Fire Prevention 760-602-4660 Allow 48 hours Type of Inspection Typeof Inspection CODE « BUILDING Date Inspector CODE # ELECTRICAL Date Inspector #11 FOUNDATION -1 )• X #31 • ELECTRIC UNDERGROUND DUFER #12 REINFORCED STEEL #34 ROUGH ELECTRIC #66 MASONRY PRE GROUT ^& ZAIP l/f^ #33 • ELECTRIC SERVICE DTEMPORARY "SbROUT •WALLORAINS #35 PHOTOVOLTAIC - #10 TILTPANELS #39 FINAL #11 POUR STRIPS CODE # MECHANICAL #11 COLUMN FOOTINGS #41 UNDERGROUND DUCTS & PIPING #14 SUBFRAME • FLOOR • CEILING #44 • DUCT&PLENUM • REF.PIPING #15 ROOFSHEATHING #43 HEAT-AIR COND. SYSTEMS #13 EXT. SHEAR PANELS 'IS' #49 FINAL #16 INSULATION CODE # COMBO INSPECTION #18 EXTERIOR IATH #81 UNOERGROUND (11,12,21,31) #17 INTERIOR UTH & DRYWALL #82 ORYWALLEXT UTH, GASTES (17,18,23) i-V-/^ #51 POOLEXCA/STEEL/BOND/FENCE #83 ROOFSHEATING, EXT SHEAR (13,15) #S5 PREPLASTER/HNAL #84 FRAME ROUGH COMBO (14,24,34,44) #19 FINAL #85 T-Bar (14,24,34,44) t ^ 1 CODE « PLUMBING Date Inspector #89 FINAL OCCUPANCY (19,29,39,49) #22 • SEWER & BL/CO DPL/CO r f\ FIRE Date Inspector #21 UNDERGROUND DWASTE • WTR //W7-/Y \ \ \ #24 TOPOUT DWASTE DWTR A/S UNDERGROUND VISUAL ^ \ \ \ #27 TUB & SHOWER PAN A/S UNDERGROUND HYDRO \ \ \ #23 DGASTEST D GAS PIPING A/S UNDERGROUND FLUSH \ \ #25 WATER HEATER A/S OVERHEAO VISUAL >. 1 \ \ #28 SOUR WATER A/S OVERHEAD HYDROSTATIC \ #29 FINAL A/S HNAL CODE # STORM WATER F/AROUGH-IN v #600 PRE-CONSTRUCTION MEETING F/A HNAL \ #603 FOLLOW UP INSPECTION FIXED EXTINGUISHING SYSTEM ROUGH-IN V #605 NOTICETOCLEAN HXED EXTING SYSTEM HYDROSTATIC TEST #607 WRITTEN WARNING FIXED EXTINGUISHING SYSTEM HNAL \ #609 NOTICE OFVIOUTION MEDICAL GAS PRESSURETEST \ #610 VERBALWARNING IVIEDICAL GAS HNAL X REV 10/2012 SEE BACK FOR SPECIAL NOTES y^'. ., Development Services SPECIAL INSPECTION Building Division ^ CITY OF AGREEMENT leaS Faraday Avenue r^ADI CRAn B-45 760 602 2719 V-./Al\L»3DAAL^ wwvu.carlsbadca.gov In accordance with Chapter 17 ofthe California Building Code the following must be compieted when woric being performed requires special Inspection, structural observation and construction material testing, Project/Permit: ^ MO'^ 1 4 Project Addressri^ QcxV . AA/C -fefCQ ,1-^3 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 aiso complete Section B of this agreement.) Name: (Please print). (First) T , (M.I.) . (Last) (First) I (M.I.) . (Last) Mailing Address: Sc^^rrd.ft^ \hM\^ nr\K \^C^, O OjeTp, 0 A 9^ I 2. | lam: •Property Owner '^J^operty Owner's Agent of Record •Architect of Record QEngineer of Record State of California Registration Number: 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, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspectipn^^ted on the aggroved plans and, as required by the California Buiiding Code. / lij)^ Date: N Signatured j '^ k.y.Xl}^ [) M ' 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:^V\lf\S^ OC^fl^tfjpf^JiX Please check if you are Owner-Bullder • Name: (Please print) _ (Firet) . (M.I.) . (Last) Mailing Address:IA:l^Qbf f Q r^Qlli^ Sar> Pl POjb '=\r\l^\ Email: /mAd^^-r^V\V/V^P(U-\y\gV^-<^ CO^rP Plione: "KoQ" ^^-^^ State of California Contractor's License Number: _ Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of speclal inspections noted on the approved plans; i acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and i certify that i will have a qualified person within our (the conlractor's) organization to exercise such control. / w/// provide a-^inal report^iiefler in compliancej^ith CBC Section 1704.1.2 prior to reauestina final Inspectioi Signature^ B-45 Page 1 of 1 Rev. 08/11 EsGil Corporation In Partnersfiip •with government for (Building Safety DATE: April 18, 2014 • APPLICANT • JURIS. JURISDICTION: CARLSBAD • PLANREVIEWER • FiLE PLANCHECKNO.: 14-0214 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. XI 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 forward to the applicant contact person. [71 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 for the following projects 14-0213, 14- 0214, 14-0215 and 14-0216, the truss calculations package is included in 14-0215. 2. Applicant shall slip the following new sheets of plans: A, 2>-) ,3-11, P-3, PT3 and PTD , in to the City Set II plans 3. PTD shall be included in the two Sets of plans. By: Ray Fuller (SA) Enclosures: EsGil Corporation • GA • EJ • MB • PC 04/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnersliip with government for (BuiCding Safety DATE: March 25, 2014 O^PLICANT •a JURIS. JURISDICTION: CARLSBAD ^ • PLAN REVIEWER • FILE PLANCHECKNO.: 14-0214 SET II PROJECT ADDRESS: OAK AVENUE PROJECT NAME: SFR for ZEPHYR PARTNERS r~] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. r~1 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. r~1 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 3 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. 3 The applicant's copy of the check list has been sent to: MANDY MILLER 11750 SORRENTO VALLEY ROAD, #130, SAN DIEGO, CA 92121 r~] 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: '^•^^IX^i^T^^) Email: mandv(g^zephv|/partners.com Fax #: 858-678-8655 £Mail?C Telephony Fax In Person I I REMARKS: Trusses are a deferred submittal. By: Ray Fuller for AS Enclosures: EsGil Corporation • GA • EJ • MB • PC 03/18 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 CARLSBAD 14-0214 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, shear wall 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 water 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. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Still applies. Please recheck plans for tempered windows. See 2650 at master suite. Recheck all locations. (Continued on next page) CARLSBAD 14-0214 March 25, 2014 7. Handrails (Section R311.7.7): Still applies as reflecting 2 . 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 7/0-3 accordinglv. • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No • • 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 (Partnership with government for (BuiCding Safety DATE: FEB. 03, 2014 • APPLICANT JURIS. JURISDICTION: CARLSBAD • PLANREVIEWER • FiLE PLANCHECKNO.: 14-0214 SETI PROJECT ADDRESS: l^'^AK 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 fonA/ard to the applicant contact person. XI 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. IXI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MANDY Telephone #: 760-580-2508 Date contacted:'^! H (by:Y^ Email: mandv(@zephvr.partners.com Fax #: 858-678-8655 *^ Mail Telephone ^ Fax 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 14-0214 FEB. 03, 2014 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: 14-0214 JURISDICTION: CARLSBAD PROJECT ADDRESS: OAK AVENUE FLOOR AREA: LIVING = 4,281 GARAGE = 532 PATIO COVER = 438; DECK = 403 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 (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 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 of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. CARLSBAD 14-0214 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 of the 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 14-0214 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 of the 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 M. Bathroom. Sht. 3-7. 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. Battitub. whirlpool tub or hot tub <60 in. j Floor Plan view Section view SG = Safety glazing required Measurements are to exposed 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 3-2. 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 14-0214 FEB. 03, 2014 STAIRWAYS AND RAILINGS 12. Handrails (Section R311.7.7): a) The handgrip portion of all handrails shall be not less than 1->i" nor more than 2" in cross- sectional dimension. See Section R311.7.8.3 for alternatives. Revise detail 7/0-3 accordinglv. • ROOFING 13. Specify on the plans the following information for the roof materials, per Section Rl 06.1.1: This is not noted on roof plans or Sheet 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 %" maximum openings. Section R806.1. Please add to the 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 each 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 14-0214 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 ora 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. 24. On various retaining wall details, please add framing/ stud wall to top of the CMU wall connection details with references on plans. I.e., See Sheet FD2. . ELECTRICAL 25. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 26. Note on plans that receptacle outlet locations comply with CEC Article 210.52. 27. Include the following electrical notes on plans: I.e., add to Sheet GN-2. a) Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.8(A): Family, living, bedrooms, dining, halls, etc. • PLUMBING 28. 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). 29. 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. 30. Specify on the plans: New water closets shall use no more than 1.28 gallons of water per flush. Revise the 1.6 pal/flush as noted on coversheet of plans under general reauirements the note, next to the last. CPC, Sec. 403 & 408. 31. 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 CA Building Standards Commission has adopted the Green Building Standards Code which became effective Jan. 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. CARLSBAD 14-0214 FEB. 03, 2014 Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Update the notes on Sheet GN-2 accordinglv. 32. 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. 33. 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. 34. 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 Showeriieads 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. 35. 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. 36. Note on the plans that landscape irrigation water use shall have weather or soil based controllers. CGC 4.304.1. 37. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 4.408.1. 38. 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. 39. 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. 40. 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. 41. 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. CARLSBAD 14-0214 FEB. 03, 2014 42. 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. 43. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC 4.505.2.1. 44. 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. 45. 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. 46. 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 47. Please complete the blank bubble on detail 8/0-3. 48. 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. 49. 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 • 50. 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 14-0214 FEB. 03, 2014 [DO NOT PA Y- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLANCHECKNO.: 14-0214 PREPARED BY: ALI SADRE, S.E. DATE: FEB. 03, 2014 BUILDING ADDRESS: OAK AVENUE BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B/SPR. BUILDING PORTION AREA ( Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 4281 GARAGE 532 PATIO COVER 435 DECK 403 Air Conditioning Fire Sprinklers TOTAL VALUE 530,304 Jurisdiction Code CB r By Ordinance 1 Bldg. Permit Fee by Ordinance • | $2,366.54 Type of Review: 1^ V Repetitive Fee " Repeats Complete Review r other p. Hourly EsGil Fee r structural Only Hr. @ $1,325.26 Comments: Sheet 1 of 1 macvalue.doc + PLAN CHECK PLAN CHECK Community & Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE:03/18/14 PROJECT NAME: MCA PLANCHECKNO: 2 SET#: 1 ADDRESS:Hbfttl OAK AVE PARCEL 3 VALUATION!^0,304 NEW SFD 4281 AND GARAGE PROJECT ID: CB14 214 APN: 205-080-02 This plan check Division By: iew is complete and has been APPROVED by the ENGINEERING 9/7 tfM 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' NEEI) CORRECTION/CLARIFICATION Plan Check Comments have been sent to: IVIANDY@ZEPHYRPARTNERS.COIVI Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance ofa 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 ENIGINEERING 760.602*2750 FIRE PREVENTION 760-602-4665 Chris.Sexton@carlsbadca.gov / Kathleen Lawrence ^ 760-602-2741 Kathleen.Lawrence@carlsbadca.gov (ifett, Rv3n Gregorv.Rvan@carlsbadca.gov Gina.Ruiz@carlsbadca.gov Lfnda Ontiveros Linda.Ontiveros@carlsbadca.gov Ciricfy Wong 760-602^4662 Cvnthia.Wong@carlsbadca.gov Dou'smic Fieri Dominic.Fieri@carlsbadca.gov Remarks: Set# i STOPl Please Read Any oiHstanding issues will be marked wilh X • Make the neces.sary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submitial io the Engineering division. Items that conform lo permii requirements are marked with / SLIPSHEET I Pll 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) X Easements Right-of-way width & 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: "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 service(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 existing 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.: PARCELS Subdivision/Tract: MS 13-06 Reference No(s): E-36 Page 2 of 6 REV 6/01/12 Set# 2. DISCRETIONARY APPROVAL COMPUANCE MS13-0g HDPA-02 X Project does not comply with the following engineering conditions of approval for project no. MEET ALL CONDITIONS OF APPROVAL MS 13-06 NEEDS ^fONED APPRjCVED AND )RDED 3. DEDICATION REQUIREMENTS 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: DWG4JJ1-3 NEEDS SIGNED lAPPROVED 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 of $ 444-W-so 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. 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 qradina permit must be issued and rough 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 RIGHT OF 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 forni 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://vww.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 'X". 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 Storni Water Form Page 6 of 6 Rlght-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 3 Bldg, Permit #: CB14-214 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 4281 SF EDU's 1 Types of Use: Sq.Ft./Units 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 4281 SF ADTs 1 Types of Use: Sq.Ft./Units ADTs Types of Use: Sq.Ft./Units ADT's 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-LIEUFEE: 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 ADTS/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 NAIVIE: MCA PLANCHECKNO: 1 SET#: 1 ADDRESS: 1811 OAK AVE PARCEL 3 VALUATION: $530,304 NEW SFD 4281 AND GARAGE PROJECT ID: CB14 214 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' NE]B]D CORRECTION/CLARIFICATION Plan Check Comments have been sent to: IVIANDY@ZEPHYRPARTNERS.COM Vou may a/so have corrections from one or more ofthe divisions listed below. Approval from these divisions may be required prior to the issuance ofa 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 J 760-602-2750 FIRE PREVENTION 760-602-4665 Chris.Sexton@carlsbadca.gov / Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 7CJ0'602-4663 Gregorv.Rvan@carlsbadca.gov Gifici RUiZ 760-60:>4675 Gina.Ruiz@carlsbadca.gov Lmda On Uver 05 '7 60-602-2'/ 7 3 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760^602^4662 Cvnthia.Wong@carlsbadca.gov Dominic Fieri 760'-602-4664 Domlnlc.Fieri@carlsbadca.gov Remarks: i STOPl Please Read Any oulstanding is.sues will be marked with X • Make the neces.sary corrections for compliance with applicable codes and standards. .Submit corrected plans and/or specifications to the Building division for re-suhmiltal lo lhe l-ngineering division. Items lhal confonn to permii 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. DWG481-3A 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 service(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.: PARCELS 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 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: 4. IMPROVEMENT REQUIREMENTS DWG 481-3 NEEDS SIGNED AND APPROVED 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 $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Curb, gutter, sidewalk, underground utilities. Construction of the public improvements must be deferred pursuant to Carlsbad Municipai Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of_$.jMa=flO-so 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 permiL 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 gradinq permit must be issued and rouqh qradinq approval obtained priorto issuance ofa 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 forthe 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 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 Right-of-Way Appllcation/lnfo. Reference Documents • REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 02/05/14 Date: 02/05/14 GEO DATA: LFMZ: / B&T: Address: 1811 OAK AVE PARCEL 3 Bldg. Permit #: CB14-214 Fees Update by: KML Date: 02/05/14 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units 4281 SF EDU's: 1 Types of Use: Sq.Ft./Units 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 4281 SF ADTsO''^ Types of Use: Sq,Ft/Units ADT's: Types of Use: Sq.Ft./Units ADT's: 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 ADTS/UNITS: 1 X FEE/ADT: 7649 =$ 7649 2.TRAFFIC IMPACT FEE: 0 ADTS/UNITJl X FEE/ADT: 2870 =$ 2870 0 3. BRIDGE & THOROUGHFARE FEE: DIST #1 DIST.#2 DIST.#3 ADTS/UNITS: < FEE/ADT: =$ N/A • 4. FACILITIES MANAGEMENT FEE ZONE: 1 • ADTS/UNITS: X FEE/SQ.FT./UNIT: =$ N/A n 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 /(I CITYOFCARLSBAD GRADING INSPECTION CHECKUST FOR PARTIAL SITE REL^E PROJECT INSPECTOR: PROJECT ID M'^ IZ'OL 06 28 2m _ DATE: ^-^^'1^ GRADING PERMIT NO l^-0"7 LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE V = COMPLETE \ Z H 0 = Ince 1st nnplete o V V 1. Site access to requested lots adequate and logically grouped 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and wetl^re of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or btdg. 5. 8!4" X 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted, (If soils report has been submitted with a previous partial release, a letter from soiis engineer referencing the soils report and identifying specific lots for reiease shall accompany subsequent partiai releases). 7. EOW ceftification of work done with finish pad etevations of specific lots to be released. Letter must state lot (s) is graded 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 600 feet of building combustibles and an ali weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of building pemiit issuance. Issuance of buiiding pemiits is still subject to all normal City requirements required pursuant to the building permit process. I I Partial release of the site is denied for the following reasons: ijf ct Inspector isfniCtfoiVlWanager Date Copi K U UAST8R Ka REVIEWMatti ftim Ha Kaiat Dactatmalifivo Fint'CIra CMV>«iul litK Mtm fam tm CARLSBAD CITY OF PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 FaradayAvenue (760) 602-4610 www.carlsbadca.eov DATE: 8/25/14 PROJECT NAME: 1811 Oak Ave PROJECT ID: MS 13-06 PUN CHECK NO: CB 14-0214 SET#: ADDRESS: 1815 Oak Ave APN: 205-080-02-00 3 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 listed 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 Miiler 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 760-602-4624 Chris.Sexton@carlsbadca.Sov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Grefiorv.Rvan@carlsbadca.fiov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.fiov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 1 Cindy Wong 760-602-4662 Cvnthla.Wong@carlsbadca.fiov X Chris Garcia 760-602-4622 Chris.Garcla@carlsbadca.gov 1 1 Dominic Fieri 760-602-4664 Dominic.Fleri@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: -i8±± Oak Ave PROJECT ID: MS 13-06 PLAN CHECK NO: CB 14-0214 SET#: ADDRESS: Parcel 3 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 listed below. Approval from these divisions may be required prior to the issuance ofa building permit Resubmitted pians should include corrections from all divisions. ^ This plan check review is NOT COIVIPLETE. 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 nnarked: PLANNING 760^02-4610 ENGINEERiNG 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Ch ris.Sexton@carlsbadca .gov 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.fiov 1 Greg Ryan 760-602-4663 G refiorv. Rva n@carlsbadca .gov 1 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontlveros@carlsbadca.fiov [[] Cindy Wong 760-602-4662 Cynthia.Wong@ca rlsbadca.gov X Chris Garcia 760-602-4622 Chris.Garcia@carlsbadca.gov • I 1 Dominic Fieri 760-602-4664 Dominic. Fieri@carlsbadca.fiov Remarks: Please fill out and return Form P-20. Need Final Map. Plans, OK. REVIEW #: Plan Check No. CB14-0214 Address Parcel 3 Date 3/24/14 Review #2 Planner Chris Garcia Phone (760) 602- 4622 APN: 205-080-02-00 Type of Project & Use: Sinqle Familv Dwellinq Net Project Density: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: ) 12 3 Leaend: ^ Item Complete G Item Incomplete - Needs your action IEI IEI • Environmental Review Required: YES |EI NO • TYPE Exempt DATE OF COMPLETION: 1/6/14 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • • Discretionary Action Required: YES |EI 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 D Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO jEl CA Coastal Commission Authority? YES Q NO lEl 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 IEI • Habitat Management Plan Data Entry Completed? YES |E1 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!) IEI El • Inclusionary Housing Fee required: YES El NO • (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES El NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • • Housing Tracking Form (form P-20) completed: YES • NO El N/A • p-28 Page 2 of 3 07/11 1 Site Plan: • S • 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 13 El • 1. Applicability: YES 13 NO • • El • 2. Project complies: YES 3 NOO • 3 • • 3 • • K • 13 El • • • • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20 Shown 27.9 Required 6^ Shown 5/10 (side vard swap) Required n/a Shown n/a Required 12.4 Shown 29.8 Required n/a Shown n/a 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: 4. Height: Required Required Required. Required. Required. Shown Shown Shown Shown Shown Required <40% Shown 30.2% Required <30^ Shown <30' 5. Parking: Spaces Required 2 car garage 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 ESI/FME INC. STRUCTURAL ENGINEERS E S I PROJECT: Structural calculations on "Oak Avenue 4" Project in Carlsbad, Ca for Zephyr Partners. PARCEL 3 OAK AVENUE 4 (PER 2013 CBC) Date: 03-12-14 Revisions:^ Client: ZEPHYR PARTNERS Client Job No. Job No. D064 14 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 12/11/2013 Job #: D064 Project Name: "OAK AVENUE 4"/ CARLSBAD, CA Client: ZEPHYR PARTNERS Plan #: 1,2,3,4 LOAD CONDITIONS: ROOF: Wd.Shake Rock Tile 1 1 1 1 2 1 1 3 1 Slope <5;12 <5:12 <6:12 Live Load 20.0 psf 20.0 psf 20.0 psf Roofg Ml'l 4.0 12.0 BuiK-Up 6.0. Sheathing 1.6 1.5 1.5 Roof Rafters 1.5 1.5 1.5 Ceiling Joist 1.5 1.5 1.5 Drywall 2.5 2.5 2.5 Miscellaneous 3.0 3.0 3.0 Total D.L 14.0 psf 16.0 psf 22.0 psf Total Load 34.0 psf 36.0 psf 42.0 psf FLOOR: Live Load D.L of F.F. Miscellaneous Sheathing Floor Joists Drywall Total D.L. Total Load LOAD CONDITIONS: w/o Cone. w/1-1/2" LtWt Cone. 40.0 psf 40.0 psf 5.0 1.5 3.0 3.0 2.5 15.0 psf 55.0 psf 15.0 2.0 2.6 3.0 2.5 25.0 65.0 psf psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS . Sketches of details in calculations are not to scale 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 io 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 architeci 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 resen/ed. This material may not be reproduced In whole or pari virithout written permission of ESI/FME, Inc. PROJECT DESCRIPTION: Job Name OAK AVEN UE 4 City CARLSBAD, CA Client ZEPHYR PARTNERS PROJECT ENGINEER; SCOTT W ROSS CALCS BY: JC DATE: 12-11-13 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: P/T FOUND. RBV.: DATE: PLAN CHECK: DATE: REVISIONS; <^s^is.s/fA^Ay lnlt:'3'lYt^ KB > SHTS: DATE: X Inlf.: <C>SHTS: DATE: X Init.: <D>SHTS: DATE: Init.: \E/>SHTS: DATE: X. Init.: \F>SHTS: DATE: Init.: SHTS; DATE: Init: ESI/FME, Inc. - Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: 3-/2.^It ^ Page: ESI/FME Inc. STRUCTURAL ENGINEERS Date: 1-/7-/4 Job #: Project Name: Client: Plan #: DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION ICODE: 2013 CAUFORNIA BUILDING CODE REV. II/D4«013 In all cases calculations will supersede this design criteria sheet. |T 1M B E R jOouglas Fir-Larch -19% max. moisture content 4x6,8 #2/#1; Fb = 1170/1300 psi;tv=180psi;E=1.6/1.7 2x4 #2: Fb = 1315/1552 psl;fv=180 psl; E= 1.6 4x10 #2/#1: Fb = 1080/1200 psl; fv=180psl;E=1.6/1.7 2x6 #2: Fb = 1170/1345 psl; fv=180 psi; E=1.6 4x12 #2/#1: Fb = 990/1100 psi;1v=180psi;E=1.6/1.7 2x8 #2: Fb = 1080/1242 psl;fv=180 psl;E=1.6 4x14 #2/#1: Fb = 900/1000 psl;fv=180 psi;E=1.6/1.7 2x10 #2: Fb = 990/1138 psi;fv=180 psi;E=1.6 4x16 tm\: Fb = 900/1000 psi;fv=180p5l;E=1.6/17 2x12 #2: Fb = 900/1150 psl;fv=180 psi;E=1.6 6x10 #1/SS: Fb = 1350/1600 psi;fv=170 psi;E=1.6 2x14 #2: Fb = 810/931 psi;fv=180psi;E=1.6 6x12 #1/SS: Fb = 1350/1600 psi;fv=170 psl;E=1.6 lit Is recommended that lumber be free of heart center. iGlued Laminated Beams: Douglas Fir-Larch lind. App. Grade: Fb=2400 psi:Fv=240 psl;E=1.8E6 psl PARALLAM PSL 2.0E fb=2900.psl; fv=290.psi; E=2.0 MICROLLAM LVL: Fb=2600psl;Fv=285psl;E=1.9 |C ONCRETE 11. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 12. Ali structural concrete fc = 3000 psl w/ Inspection. All slab-on-grade/continuous footings/pads fc = 2500 psi w/o inspection. All concrete shall reach minimum compressive stren.qth at 28 days. IREINFORCING STEEL 11 |2. All reinforcing shall be A.S.T.M. A-615-40 for #4 bars and smaller, A-815-60 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. Development length of Tension Bars shall be calculated per ACI318-08 Section 12.2.2.. Class B Splice = 1.3 x Z^. Splice Lengths for 2500 psi concrete Is: #4 Bars (40K) = 21", #5 Bars (BOK) = 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-ln-place concrete shall be as follows, U.N.O.: \. Concrete cast against & permanently exposed to earth 3" B. Concrete exposed to earth or weather < = #5 Bars 11/2" 0. 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 #6 => #18 Bars |1. Fabrication and erection of staictural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to confomi to ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A600, Grade B. |2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or othenwise approved by the Bldg. Dept. Continuous inspection required for all field welding. % 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 architecturai drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). IM A S O N R Y |l. 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 steel are to be 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; 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 A A A A A ~ 3/8" Wood Sfructural Panel w. 8d common nails ( g 6" o.c ^ g edges & 12"o.c. (? g field. 260 plf - 3/8" Wood Structural Panel w. 8d common nails { 14" o.c g g edges & 12"o.c. g 1 field. 350 plf - 3/8" Wood Structural Panel w. 8d common nails g g 3" o.c H hedges & 12"o.c. g § field. 490 plf - 3/8" Wood Structural Panel w. 8d common nails ^ g 2" o.c g g edges & 12"o.c. ^ g fleld. 640 plf - 1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field 770 plf - 1/2" (or 15/32") Structural 1 Wood Panel with IOd common nails @ 2" o.c at edj ges and 12" o.c. at field 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 Southern 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 offset 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 ali framing members receiving edge nailing from abutting panels. d. Where anchor bolts are provided at shear walls a 3"x3"x0.229" steel plate washers are required on each bolt. The washer shall be instaiied wiUiin 1/2" from the sheathed side ofthe plate. (SDF>WS 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 at edges & boundaries, 12" o.c fieid. FLOOR : Joist Spacing < 16" o.c: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c at edges & bound., 10" o.c. field. Joist Spacing < 20" o.c: 19/32" Wood Stmct. Panei T8.G*, PI 40/20, w/10d'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" o.c. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shali be supported with blocking. Not required when lightweight concrete is placed over subfloor. VERSION: 2014.1 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Date 3-;^-H 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 I^Bsign Maps Summary Report User-Specified Input ^ Building Code Reference Document^ASCE 7-10 Standard ^ (which utilizes USGS hazard data available In 2008) Site Coordinates 33.1668°N, 117.3328<'W Site Soil Classification Site Class D - "Stiff Soil" Risic Category I/II/III .USGS-Provided Output^^ '2-O\0 Ss= 1.123 g<i'2.S'i 1.180 g Sl = 0.432 g S„i = 0.677 g Sos = 0.787 g SDI = 0.451 g For Information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground nnotlons In the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. rage X UJL 1 a tn 0.00 MCER Response Spectrum 0.DO 0.2D 0.40 aeo o.so i.oo 1.30 1.40 i.ee I.BO 2.00 Period, T (sac) o.gs Design Response Spectrum IS Vi 0.00 0.00 0.30 0.4D D.EO O.SO 1.00 1.20 1.40 I.SO I.SO 2.00 Period, T (sec) For PGAM, TI, CB, and C, values, please view the detailed report. Although this Information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject-matter knowledge. h1tt)://eeohazards.usgs.gov/desigimiaps/us/siiiimiary.php?template==miim^ 3.1668&longitude=-... 3/3/2014 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: 5 Date: 11/4/2013 Job #; Client: ZEPHYR D064 Plan#: 3 NDS 2006 & SDPWS-08 (ASD) ^T^HDR AT LEFT OF GREAT ROOM Memt>er Span = 13.0 ft Pl= 0 lbs from P2= Ibs from ®u«= 0.0 ft DL= 0 Ibs ©1.2= 0.0 ft DL= 0 Ibs f Ll V ^ ) "2 w s ) ^ ) "2 w R2A TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 4.0 + 2.5 )= 273 WALL = { 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 55 )x( 0.0 + 0.0 )= 0 DECK = ( 55 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 15.6 Dead Load TOTAL LOAD 288.6 PLF 22 psf ==> 143 plf 14 psf ==> 0 plf 15 psf==> 0 plf 15 psf==> 0 plf 15.6 psf==> 15.6 plf TOTAL D.L. = 158.6 PLF ALTERNATE BEAM = •mmm ^Mj^^r. DESIGN: n= 0.1111 PSL/ViyexSAWN Size Factor, Q = 1.00 [Ifd>12,C,= (12/d)'">] <— n= 0.135 LVL d= Repetitive Member, Cr=> No =>Cr= 1 n= 0.O92 LSL b= 9.500 5.25 Fb= 2900 xCfxCr= Mmax=: 6096.37793 ft-lb= 2900 psl Fv= 73.16 In-K psl 1876 Ibs R2= 1876 Ibs RiD.L= 1031 RiL.L.= 845 '^required- Allowable Def.s lbs RjD.L.= 1031 lbs lbs R2i..u= 845 Ibs Mmax/(Fb'*Cd)= 20.18 1.5*Vmax/(Fv*Cd)= 6.8 in^ Lf 240 = 0.65 In. 290 Vmax= Cd= 4-Roof 'provided- E= 2.00 Rmax-(w'*d)= 1.25 xlO' psl 1647 Ibs In. In. "provided— Actual Def.= 79.0 49.9 0.25 In^ In^ In. O.K. O.K. O.K. Dead Load Def.= 0.14 In. GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= IJ 631 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: ^ Date: 11/4/2013 Job#: D064 Client: ZEPHYR Project Name: OAK AVE. 4 Plan#: 3 NDS 2005 & SDPWS-08 (ASD) ^T)HDR AT FRONT OF COVERED DECK X2 Member Span = 17.5 ft Pl= 4200 Ibs from G.T. Ll= @xi= 8.00 8.0 ft P2= 3780 lbs from G.T. ®X2= 16.0 ft PSF TRIBUTARY PLF ROOF = ( 42 )x( ## + 0.0 )= WALL = ( 14 )x( 0.0 -I- 0.0 )= FLOOR = ( 55 )x( 0.0 -I- 0.0 )= DECK = ( 55 )x( 0.0 -I- 0.0 )= MISC, OVER FULL LENGTH = SELF WEIGHT = ft DL= 2200 lbs DL= 1980 lbs . 'V Dead Load 840.0 22 psf==> 440.0 plf 0.0 14 psf==> 0 plf 0.0 15 psf==> 0 plf 0.0 15 psf ==> 0 plf 161.0 91 psf==> 91.0 plf 29.5 29.5 psf ==> 29.5 plf TOTAL LOAD =: 1030.5 PLF TOTAL D.L. = 560.5 PLF ALTERNATE BEAM = PESWN: n= O.IU PSL/VL/6XSAWN Size Factor, Cf = 0.96 [Ifd>12,C,=(12/d/">] <— n= 0.136 LVL d= 18.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 X Cf X Cr= 2772 psi Fv= 290 psl E= 2.0 Xl0^6 psi Mniax= 46714.1 ft-ib= 560.57 in-K Vmaxs Rnnax-(w*d)= 7909 Ibs Rl= 9455 Ibs R2=: 8579 ibs Cd= 4-Roof = 1.25 RiD.L.= 5138 Ibs RiL.L.= 4317 lbs R2D.i.= 4675 Ibs R2L.i.= 3904 Ibs Sreq.= Mmax/(Fb*Cd)= 161.76 in^3 Sprov.= 283.5 in^3 Areq.= 1.5*Vmax/(Fv*Cd)= 32.7 in'^2 Aprov.= 94.5 ln^2 Allowable Def.= L/ 240 = 0.88 in. Actual Def.= 0.50 in. Dead Load Def.= 0.36 In. Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U 4i6 O.K. O.K. O.K. VER: 20111 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: 7 Date: 11/4/2013 Job #: Client: ZEPHYR Plan#: 3 D064 NDS 2005 & SDPWS-08 (ASD) ^T^HDR AT REAR OF STAIRS Member Span = 8.5 ft Pl= 0 Ibs from P2= Ibs from @L1= 0.0 ft DL= 0 Ibs @L2= 0.0 ft DL= 0 Ibs F J. s ^^2 w \ } J. s ^^2 w f TOTAL PSF TRIBUTARY (ft) ROOF = ( 42 )x( 20.0 + 2.5 )= WALL = ( 14 )x( 0.0 + 0.0 )= FLOOR = ( 55 )x( 0.0 + 0.0 )= DECK = ( 55 )x( 0.0 + 0.0 )= PLF 945 0 0 0 SELF WEIGHT = 11.6 Dead Load TOTAL LOAD = 956.6 PLF 22 psf ==> 14 psf==> 15 psf==> 15 psf==> 11.6 psf==> TOTAL D.L. = 495 0 0 0 11.6 ALTERNATE BEAM = plf plf plf plf plf PLF DESIGN: n= 0.1111 psiyviyexSAWN size Factor, Q = 1.00 [Ifd>12, Q= (l2/d)<">] n= 0.136 LVL Repetitive Member, Cr=> No =>Cr= 1 n= 0.092 LSL d= b= Fb= 1350 xCfxCr= Mmax = 8639.3941 ft-lb= 1350 psl 103.67 In-K Fv= 170 psi 1.60 Ri= 4066 Ibs R2= 4066 Ibs Vmax= Cd= 4-Roof Rmax-(w*d)= 1.25 9.500 5.5 XlO* psl 3308 Ibs RiB.,,= 2153 RiL.L.= 1913 ^required— Required- Allowable Def.B lbs R2D.L= 2153 Ibs lbs R2L.L.= 1913 Ibs Mmax/(Fb*Cd)= 61.44 m' 1.5*Vmax/(Fv*Cd)= 23.4 L/ 240 = 0.43 In. In. In. Sprovlded= 82.7 |n^ Aprovlded= 52.3 |n^ Actual Def.= 0.18 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/ 571 'JER. :oii.i E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 11/4/2013 Job #: D064 Client: ZEPHYR Project Name: OAK AVE. 4 Plan#: 3 NDS 2005 & SDPWS-OB (ASD) GARAGE DOOR HDR Member Span = 16.0 ft Pl= 0 lbs from P2= Ibs from @Li= 0.0 ft DL= 0 Ibs ©L2= 0.0 ft DL= 0 lbs i ' Ll V U J ^2 W S } U J ^2 W 1 1 R2A TOTAL PSF ROOF = ( 42 WALL = ( 14 FLOOR = { 55 DECK = ( 55 TRIBUTARY (ft) PLF )x( 4.0 + 2.5 )= 273 )x( 0.0 + 0.0 )= 0 )x( 0.0 + 0.0 )= 0 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 16.5 TOTAL LOAD = Dead Load 289.5 PLF ALTERNATE BEAM = 22 psf==> 143 plf 14 psf ==> 0 plf 15 psf==> 0 plf 15 psf==> 0 plf 16.5 psf==> 16.5 plf TOTAL D.L. = 159.5 PLF DESIGN: n= 0.1111 psiyviyexSAWN size Factor, Q = 0.98 [Ifd>12,Q= (12/d)'"'] <— n= 0.136 LVL d= Repetitive Member, Cr=> No =>Cr= 1 n= 0.092 LSL b= 13.500 5.5 Fb= 1350 xaxCr= Mmax = 9264 ft-lb= 1327 psl Fv= 170 111.17 In-K Vmax= 2316 Ibs R2= 1276 Ibs R2 D.L.= *1 LL.= 1040 Ibs R2LU= R2= 2316 Ibs Cd= psl E= 1.60 Rmax-(w*d)= 4-Roof = 1,25 xlO* psi 1990 lbs In. In. ^required— ^tequired— Allowable Def.= Mmax/(Fb*Cd)= 1.5*Vmax/(Fv*Cd)= L/ 240 = 67.01 In' 14.0 in^ 0.80 In. ^provided— provided- Actual Def.= 167.1 74.3 0.24 In' In' In. O.K. O.K. O.K. Dead Load Def.= 0.13 In. GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 812 ESI/FME Inc. STRUCTURAL ENGINEERS Page: ^ Date: 11/4/2013 Job #: D064 Client: ZEPHYR Project Name: OAK AVE. 4 Plan#: 3 NDS 2006 & SDPWS-08 (ASD) ^T^HDR AT DINING ROOM Member Span = 13.0 ft Pl= 0 lbs fi-om m.i= 0.0 ft DL= 0 Ibs F Ll V ^ ) "2 w \ / ^ ) "2 w ' '. '1 &3Wi,'-a!S.»S«Hl P2= 0 Ibs from @L2= 0.0 ft DL= 0 Ibs TOTAL PSF TRIBUTARY (ft) PLF Dead Load R00F = ( 42 )x( 20.0 -1^ 2.5 )= 945 22 psf ==> 495 plf WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf ==> 0 plf FLOOR = ( 55 )x( 0.0 + 0.0 )= 0 15 psf ==> 0 plf DECK = ( 55 )x( 0.0 + 0.0 )= 0 IS psf ==> 0 plf SELF WEIGHT = 19.5 19.5 psf ==> 19.5 plf R2A TOTAL LOAD = 964.5 PLF TOTAL D.L. = 514.5 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6XSAWN size Factor, Q = 1.00 [Ifd>12,Q=(12/d)<'"] <— n= 0.136 LVL d= 11.900 In. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 xCfxCr= Mmax= 20375.5576 ft-lb= 2900 psl Fv= 244.51 In-K Ri= 6269 Ibs R2= 6269 Ibs 290 Vmax= Cd= psl 4-Roof E= 2.00 Rmax-(w*d)= 1.25 XlO* psi 5313 Ibs RiD.L= 3344 Rii,..= 2925 Srequlred— ^required— Allowable Def.= lbs R2o.L.= 3344 Ibs lbs R2L.i..= 2925 lbs Mmax/(Fb*Cd)= 67.45 1.5*Vmax/(Fv*Cd)= 22.0 in' L/ 240 = 0.65 In. ^provided— ^provided— Actual Def.= 123.9 62.5 0.42 In' In' In. O.K. O.K. O.K. Dead Load Def.= 0.22 In. GLB Camber = D.L Def.x 1.5 = N.A. In. Actual Def. = L/ 371 VtH; 3011.1 E S I Page: ESI/FME Inc. STRUCTURAL ENGINEERS Date: 11/4/2013 Job #: Client: ZEPHYR D064 Project Name: OAK AVE. 4 Plan#: 3 NDS 2005 & SDPWS-08 (ASD) ^^HDR AT RIGHT OF PORCH Member Span = 10.0 ft Pl= 0 lbs from P2= Ibs from @L1= 0,0 ft DL= 0 lbs @L2= 0.0 ft DL= 0 lbs f Ll V ^2 w ^2 w TOTAL PSF TRIBLTTARY (ft) PLF ROOF = ( 42 )x( 4.0 -1-2.5 )= 273 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 55 )x( 0.0 + 0.0 )= 0 DECK = ( 55 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 11.6 Dead Load TOTAL LOAD = 284.6 PLF 22 psf==> 14 psf==> 15 psf==> 15 psf ==> 11.6 psf==> TOTAL D.L. = 143 0 0 0 11.6 154.6 plf plf plf plf plf PLF f% (DF.1) • ALTERNATE BEAM = n= 0.1111 PSI/VL/6XSAWN size Factor, Q = 1.00 [Ifd>12,Q= (12/d)'"'] n= 0.136 LVL d= 9.500 In. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.5 In. Fb= 1350 xCfxCr= Mmax 3 3557.63889 ft-lb= 1350 psl Fv= 42.69 In-K psl Ri= 1423 Ibs Rj= 1423 Ibs 170 Vmax= Cd= 4-Roof E= 1.60 Rmax-(w*d)= 1.25 XlO* psi 1198 lbs RiDL.= 773 Rl L.i,= 650 ^required— ^required— Allowable Def.s lbs R2aL.= 773 Ibs lbs R2L.L.= 650 Ibs Mmax/(Fb*Cd)= 25.30 1.5*Vmax/(Fv*Cd)= 8.5 L/ 240 = 0.50 In^ In' In. Dead Load Def.= 0.06 In. GLB Camber = D.L. Def.x 1.5 ^provided™ 82.7 In' Aprovlded= 52.3 In' Actual Def.= 0.10 In. = N.A. In. Actual Def.= L' 1178 O.K. O.K. O.K. VER; 2011,1 ESI/FME Inc. STRUCTURAL ENGINEERS Page: 11 Date: 11/4/2013 Job#: Client: ZEPHYR D064 Project Name: OAK AVE. 4 Plan#: 3 NDS 2005 & SDPWS-08 (ASD) ^T^DROP BM AT LEFT OF GREAT ROOM Member Span = 15.5 ft Pl= 1243 Ibs from FL.BM. 6 1= 0.3 ft DL= 814 Ibs P2= Ibs from ®L2= 0.0 ft DL= 0 Ibs t ! Ll s ^ ) 1 \ w \ / ^ ) 1 \ w TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 0.0 + 0.0 )= 0 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 55 )x( 3.8 + 3.0 )= 371.25 DECK = ( 55 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 26.0 Dead Load TOTAL LOAD = 397.3 PLF 22 psf==> 14 psf==> 15 psf==> 15 psf==> 26 psf ==> TOTAL D.L. 0 0 101.25 0 26.0 127.3 ALTERNATE BEAM = plf plf plf plf plf PLF DESIGN: n= 0.1111 PSI/VL/6XSAWN size Factor, Q = 1.00 [Ifd>12,Q=(12/d)'"'] *— n= 0.136 LVL d= 11.900 In. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 7 in. Fb= 2900 xCfxa= Mmax = 12236.5904 ft-lb= 2900 psl Fv= 146.84 In-K 290 Vmax= psl E= Rmax-(w*d) 2.00 XlO* psl 3908 Ibs Ri= 4302 Ibs R2 3099 Ibs Cd= 2-Occupance = 1 RiD.i..= 1787 Rit.i.= 2515 Spequlied— ^requlcBd— Allowable Def.= lbs R2D.L.= 1000 Ibs lbs R2i.L.= 2099 Ibs Mmax/(Fb*Cd)= 50.63 |n' 1.5*Vmax/(Fv*Cd)= 20.2 in' L' 240 = 0.78 In. 'provided— ^provided— Actual Def.! 165.2 83.3 0.27 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.= 1/ 691 VER: L'(i|1 I E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: /X Date: 11/4/2013 Job #: Client: ZEPHYR Plan#: 3 D064 NDS 2005 & SDPWS-08 (ASD) {T)FLUSH BM OVER GREAT BM ft DL= Member Span = 17.5 ft Ll= 16.25 Pl= 4036 lbs from G.T. & FL. BM. @XI= 16.3 ft P2= 0 Ibs from @X2= o.o ft DL= 2277 Ibs 0 ibs ffl *l PSF TRIBUTARY PLF ROOF = ( 42 )x( 4.0 -I- 2.5 )= 273.0 WALL = ( 14 )x( ## -I- 0.0 )= 140.0 FLOOR = ( 55 )x( 0.0 + 0.0 )= 0.0 DECK = ( 55 )x( 0.0 + 0.0 )= 0.0 MISC. OVER FULL LENGTH = 495.0 SELF WEIGHT = 30.6 TOTAL LOAD = Dead Load 22 psf==> 14 psf==> 15 psf ==> 15 psf==> 135 psf==> 30.6 psf ==> TOTAL D.L. = 143.0 140 0 0 135.0 ALTERNATE BEAM = DESIGN: Size Factor, Cf = 938.6 PLF plf plf plf plf plf plf 448.6 PLF 30.6 0.98 [Ifd>12,Q=(12/d)'"'] -4- Repetitive Member, Cr=> No => cr= 1 Fb= 2900 xCfxCr= 2851 psi Fv= 290 psi E= Mmax= 40455.5 ft-ib= 485.47 In-K Vmax= Rmax-(w*d)= n= 0.111 PSL/VL/6xSAWN n= 0.136 LVL n= 0.092 LSL d= 14.00 b= 7 2.0 xl0^6 psi 10850 Ibs in. in. Rl= 8483 Ibs R2= 11463 Ibs Cd= 2-Occupance RiD.L.= 4077 ibs RiL.L.= 4406 Ibs R2 D.L.= 5699 Ibs R2L.L.= 5764 Ibs Sreq.= Mmax/(Fb*Cd)= 170.29 in^3 Sprov.= 228.7 in^3 O.K. Ai^.= 1.5*Vmax/(Fv*Cd)= 56.1 in^2 Aprov.s 98.0 in^2 O.K. Allowable Def.= L/ 240 = 0.88 in. Actual Def.=: 0.70 in. O.K. Dead Load Def.= 0.34 in. Camber = D.L Def.x 1.5 = N.A. In. Actual Def =L/ 301 VER:2OII ESI/FME Inc. STRUCTURAL ENGINEERS Page: 13 Oate: 11/4/2013 Job #: D064 Client: ZEPHYR Project Name: OAK AVE. 4 Plan#: 3 NDS 2005 & 8DPWS-08 (ASD) _9/HDR AT LEFT OF MASTER SUITE Member Span = 8.5 ft Pl= 0 Ibs from @L1= 0.0 ft P2= 0 Ibs from @L2= 0.0 ft TOTAL PSF TRIBLnrARY (ft) PLF ROOF = ( 42 )x( 0.0 + 0.0 )= 0 WALL = ( 10 )x( 10.0 0.0 )= 100 FLOOR = ( 55 )x( 9.3 + 0.0 )= 508.75 DECK = ( 55 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 11.6 lbs lbs TOTAL LOAD = 620.4 PLF 22 psf==> 14 psf ==> 15 psf==> 15 psf==> 11.6 psf==> TOTAL D.L. = Dead Load 0 140 138.75 0 11.6 290.4 plf plf plf plf _plf PLF ftJ €«.. -.,X;>? laO'" ' .• . . - ^ B?3DFj*jr:3: ,1 ALTERNATE BEAM s DESIGN: size Factor, C, = 1.00 [If d>12, C,= (12/d)""] Repetitive Member, Cr=> No => Cr= 1 n= O.Ull PSL/VI/6XSAWN n= 0.136 LVL n= 0.092 LSL II II •0 n Fb= 1350 Mmax' X Cf X Cr= 5602.63628 ft-lb= 1350 psl Fv= 67.23 in-K 170 psl E= 1.60 Vmax= Rmax-(w*d)= xlO' 2145 9.500 5.5 psi lbs In. In. Ri = 2637 Ibs R2= 2637 Ibs RiD.L.= 1234 RiL.L.= 1403 Srequlred— '^required- Allowable Def.= Ibs R2D.L.= 1234 Ibs lbs R2L.L.= 1403 Ibs Mmax/(Fb*Cd)= 49.80 m' 1.5*Vmax/(Fv*Cd)= 18.9 m' ll 240 = 0.43 In. Cd= 2-Occupance Sprovlded'^ 82.7 Aprevkled= 52.3 Actual Def.= 0.12 1 In' In' In. O.K. O.K. O.K. Dead Load Def.= 0.05 in, GLB Camber = D.L. Def.x 1.5 = N.A, in. Actual Def.= \^ 880 VER JOI 1.1 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: if Date: 11/4/2013 Job #: 0064 Client: ZEPHYR Plan#: 3 NDS 2005 & SDPWS-08 (ASD) ^1^ FLUSH BM OVER MASTER BATH Member Span = 19.0 ft Pl= 0 lbs from P2= Ibs from ©Ll= 0.0 ft DL= 0 Ibs @L2= 0.0 ft DL= 0 lbs \ \| ^2 w \ 1 \| ^2 w TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 0.0 0.0 )= 0 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 55 )x( 0.0 + 0.0 )= 0 DECK = ( 55 )x( 6.5 + 0.0 )= 357.5 SELF WEIGHT = 23.0 Dead Load TOTAL LOAD = 380.5 PLF 22 psf==> 14 psf ==> 15 psf==> 15 psf==> 23 psf==> TOTAL D.L. •• 0 0 0 97.5 23.0 120.5 ALTERNATE BEAM = DESIGN: Size Factor, Cf = 0,98 [If d>12, Q= (12/d)'"'] Repetitive Member, Cr=> No => Cr= 1 n= O.Ull f>SiyVL/6xSAWN n= 0.136 LVL n= 0.092 LSL II II 1 plf plf plf plf plf PLF Fb= 2900 xCfxCr= Mmax= 17168.6523 ft-lb= 2851 psl Fv= 290 206.02 In-K Vmax= Ri= 3614 lbs Ri'^ 3614 lbs psl E= Rmax-(w*d)= Cd= 2-Occupance = 1 2,00 RlD,L.= 1144 RiL,i..= 2470 Srequlred^ ^required— Alldwable Def.s lbs R2D.L.= 1144 Ibs lbs R2L.L.= 2470 Ibs Mmax/(Fb*Cd)= 72.27 m' 1.5*Vmax/(Fv*Cd)= 16.4 m' L/ 240 = 0.95 In, Dead Load Def.= 0,15 In. GLB Camber = D.L. Def.x 1.5 Sprovlded— 171.5 Aprovlded= 23.5 Actual Def.= 0.46 = N.A. in. Actual Def.= ly In" In' In. 14.000 5.25 XlO* psl In, In, 3171 Ibs O.K. O.K. O.K. 491 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 11/4/2013 Job #: D064 Client: ZEPHYR Project Name: OAK AVE. 4 Pian#: 3 NDS 2005 & SDPWS-08 (ASD) {ifiFLUSH BM AT LEFT OF MASTER W.I.C. X2 Member Span = 15.5 ft Pi= 3614 ibs from BMIO P2= 0 Ibs from Ll= 3.50 @X1= 3,5 ft 2= 0.0 ft Db ft DL= 1144 lbs 0 lbs ¥1 /\R1 «2A PSF ROOF = ( 42 )x( WALL=( 14 )x( FLOOR = ( 55 )X( DECK = ( 55 )x( TRIBUTARY PLF 0.0 + 0.0 )= 0.0 0.0 + 0.0 )= 0.0 ## + 0.0 )= 550.0 0.0 + 0.0 )= 0.0 MISC. OVER FULL LENGTH = 635.0 SELF WEIGHT = 23.0 TOTAL LOAD = 1208.0 PLF 22 psf==> 14 psf==> 15 psf==> 15 psf==> 275 psf==> 23 psf==> TOTAL D.L = Dead Load 0.0 0 150 0 275.0 23.0 448.0 plf plf plf plf plf plf PLF ALTERNATE BEAM = DESIGN: n= 0.111 PSL/Vl/6xSAWN Size Factor, Cf = 0.98 [Ifd>12,Q=(12/d)<"'] ^ n= 0.136 LVL d= 14.00 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf X Cr= 2851 psi Fv= 290 psi E= 2.0 xl0^6 psi Mmax=: 32203.4 ft-lb= 386.44 In-K Rl= 9605 Ibs R2= 6133 lbs Vmax= Rmax-(w*d)= Cd= 2-Occupance = 8196 1 Ibs RiD.L.= 3663 Ibs RiL.L.= 5941 Ibs R2D.L.= 2627 Ibs R2L.L.= 3506 lbs Si«q.= Mmax/(Fb*Cd)= 135.56 in'^3 Sprov.s 171.5 in'^S Areq.= 1.5*Vmax/(Fv*Cd)= 42.4 in^2 Aprov.=: 73.5 in^2 Allowable Def. = L/ 240 = 0.78 in. Actual Def. = 0.58 in. Dead Load Def.= 0.30 in. Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= U 321 O.K. O.K. O.K. VER 2011.1 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: /6 Date: 11/4/2013 Job #: D064 Client: ZEPHYR Plan#; 3 NDS 2005 & 8DPWS-08 (ASD) ^1^ FLUSH BM OVER BEDROOM 2 Member Span = 13.0 ft Pl= 0 lbs from 1= 0.0 ft DL= 0 P2= Ibs from lbs ©L2= 0.0 ft DL= 0 Ibs TOTAL PSF TRIBUTARY (ft) ROOF = ( 42 )x( 0.0 + 0.0 )= WALL = ( 14 )x( 10.0 + 0.0 )= FLOOR = ( 55 )x( 9.0 + 0.0 )= DECK = ( 55 )x( 0.0 + 0.0 )= PLF 0 140 495 0 SELF WEIGHT = 12.3 Dead Load TOTAL LOAD = 647.3 PLF 22 psf==> 0 plf 14 psf==> 140 plf 15 psf ==> 135 plf 15 psf==> 0 plf 12.3 psf==> 12,3 plf TOTAL D.L. = 287.3 PLF ALTERNATE BEAM = DESIGN: n= O.llU PSL/VL/6XSAWN size Factor, Q = 0,99 [Ifd>12,C,= (12/d)'"'] n= 0.136 LVL d= 14.000 In. Repetitive Member, Cr=> No =>Cr= 1 n= 0.092 LSL b= 3.5 In. Fb= 2325 xCfxCr= 2292 psl Fv= 310 psl E= 1.55 XlO* psi Mmax = 13673.1563 ft-lb= 164.08 in-K Ri= 4207 Ibs R2= Rx D,L.= 1867 Ibs R2 D.L.= 2340 Ibs R2 Ll.= R2= 4207 Ibs Vmax= Rmax-(w*d)= 3452 Cd= 2-Ocxupance = 1 lbs Srequlred— "required- Allowable Der.c Mmax/(Fb*Cd)= 71.58 in' 1.5*Vmax/(Fv*Cd)= 16.7 m' L/ 240 = 0.65 In. SprovWed— ^provided— Actual Def.= 114.3 49.0 0.34 In' In' In. O.K. O.K. O.K. Dead Load Def.= 0,15 In. GLB Camber = D.L. Def.x 1.5 = N.A. In. Actual Def.= L/ 465 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: 17 Date: 11/4/2013 Job #: Ciient: ZEPHYR Project Name: OAK AVE. 4 Pian#: 3 D064 NDS 2005 & SDPWS-08 (ASD) {I3)HDR AT FRONT OF BEDROOM 2 Member Span = 5.5 ft Pl= 4207 Ibs from BMI2 P2= 6269 Ibs from BMS Ll= 2.75 @X1= 0.3 ft ft DL= 1867 lbs ^1 W 2= 2.8 ft DL= 0 lbs A"^' n PSF ROOF = ( 42 )x( WALL = ( 14 )x( FLOOR = ( 55 )X( DECK = ( 55 )X( TRIBUTARY PLF ## -t- 2.5 )= 945.0 0.0 + 0.0 )= 0.0 0.0 + 0.0 )= 0.0 0.0 + 0.0 )= 0.0 MISC. OVER FULL LENGTH = 213.0 SELF WEIGHT = 15,6 TOTAL LOAD = 1173.6 mm Dead Load PLF 22 psf==> 14 psf ==> 15 psf ==> 15 psf ==> 160 psf==> 15.6 psf ==> TOTAL D.L. = 495.0 0 0 0 160.0 15.6 670.6 plf plf pif plf plf plf PLF 7W X ALTERNATE BEAM = DESIGN: Size Factor, Cf = i.oo [if d>i2, Q=(i2/d)'"'] Repetitive Member, Cr=> No => cr= 1 Fb= 2900 xCfxCr= 2900 psi Mmax = 12498.1 ft-lb= 149.98 in-K n= 0,111 PSiyVL/6xSAWN n= 0.136 LVL n= 0.092 LSL Rl= 9728 ibs R2= 4604 Ibs Fv= 290 Vmax= Cd= 2-Occupance d= 9.50 b= 5.25 psi E= 2.0 xl0^6 psi Rmax-(w*d)= 8799 Ibs 1 in. in. RiD.L.= 3286 Ibs RiL.L.= 6442 Ibs R2D.i,= 908 Ibs R2i..L,= 3696 Ibs Sreq.= Mmax/(Fb*Cd)= 51.716 in'^3 Sprov.= 79.0 in^3 O.K. Areq.= 1.5*Vmax/(Fv*Cd)= 45.5 in'^2 Aprov.= 49.9 in'^2 O.K. Allowable Def. = L/ 240 = 0.28 in. Actual Def.:= 0.09 in. O.K. Dead Load Def.= 0.02 in. Camber = D.L. Def.x 1,5 = N,A, In, Actual Def.= L/ 728 ^/ER: 20111 ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: Job #: Client: ZEPHYR 11/4/2013 Project Name: OAK AVE. 4 Plan#: 3 D064 NDS 2005 & SDPWS-08 (ASD) {l^FLUSH BM AT RIGHT OF MASTER BEDROOM Member Span = 17.0 Pl= 0 ibs from P2= 0 Ibs from ft Ll= @)X1= 5.00 0.0 ft ft DL= 0.0 ft DL= lbs lbs XI W Kl R2 PSF TRIBUTARY PLF ROOF = ( 42 )x( 0.0 -I- 0.0 )= 0.0 WALL = ( 14 )X( 0.0 -I- 0.0 )= 0.0 FLOOR = ( 55 )x( ## + 0.0 )= 550.0 DECK = ( 55 )x( 0.0 + 0.0 )= 0.0 MISC. OVER FULL LENGTH = 635.0 SELF WEIGHT = 23.0 TOTAL LOAD = 1208.0 PLF 22 14 psf ==> psf ==> 15 psf==> 15 psf==> 275 psf==> 23 psf==> TOTAL D.L. = Dead Load 0.0 0 150 0 275.0 23.0 448.0 plf plf plf plf plf plf PLF ALTERNATE BEAM = DE$I<5N; n= 0.111 PSiyVL/6xSAWN Size Factor, Cf = 0.98 [Ifd>12,Q=(12/d)'"'] -4— n= 0,136 LVL Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL d= b= 14.00 5.25 Fb= 2900 xCfxCr= 2851 psl Fv= 290 psi E= 2.0 xlO'^6 psi Mmax= 28770.7 ft-lb= 345.25 in-K Vmax= Rmax-(w*d)= 6529 Cd= 2-Occupance = 1 lbs Rl- 7938 Ibs R2= 5997 Ibs R1D.1.S 3172 Ibs Rii.L.- 4766 Ibs R2D.L.= 2643 Ibs R2L.L.= 3354 Ibs Sprov.s 171.5 in'^S Aprov.s 73.5 \n^2 Sfeq.= Mmax/(Fb*Cd)= 121.11 in^3 Areq.= 1.5*Vmax/(Fv*Cd)= 33.8 in^2 Aprov.s 73.5 in' Allowable Def.= L/ 240 = 0.85 in. Actual Def.s 0.62 in. Dead Load Def.= 0.35 in. Camber = D.L. Def.x 1.5 = N.A, in. Actual Def,= U 327 in. in. O.K. O.K. O.K. VER: 2(i1l,' ESI/FME Inc. STRUCTURAL ENGINEERS Page:_i3_ D064 Project Name: OAK AVE. 4 Date: 11/04/2013 Job#: Client: ZEPHYR Plan#: 3 LOCATION: AT MIDDLE OF HOUSE LONGITUDINAL ( Ll ) 2nd STORY Roof D.L. = ( 22 )psfx( 45 )ft 990 plf Floor D.L, = ( 15 )psfx( 0 )ft 0 plf Wall D.L = ( 10 )psfx( 40 )ft 400 plf TOTAL = 1st STORY Roof D.L. Floor D.L. = Wall D.L. : 22 15 16 )psfi<( 0 )psfx( 41.5 )psb<( 40 )ft )ft )ft 1390 plf C plf 623 plf 640 plf TOTAL = 1263 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN ; ZIPCODE - LATITUDE: 33.166850 LONGITUDE: (Per ASCE-7.05 Section 12.14.8.1 Ss,^=1.5) Actual Ss = 1.254 Design Ss s 1.254 SDs = 2/3 x Fa x Ss Sl = 0.473 SDs = 0.836 (ASCE 7-05 Sec. 12.14.8.1) 117.332760 Fa= ROCK Site Soil Class = D Seismic Design Category = D (In simpllfled method Soli Class can't be'E") R= 6.5 p = 1 (SIMPLIFIED DESIGN) V = F X SDs X p x W Rxl,4 = > F = 2ST0RY=1.1 <—I ^Rock, Fa=I.O I Soil, Fa=1.4 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= O X A. X Kzt X Ps30 X I (ASCE 7-05 Sec. 6.4.2.1) 03= 1.3 (CBC-1605.3) Mean Roof Helglit= 23.00 ft < 60 ft Exposure= B RoofSlope= 3.0:12= 14.0 degrees 1= 1.0 A, = 1.00 (From ASCE 7-05 Figure 6-2, Page 40) LEVEL ROOF Ps30(P»f) P,(P»f) w (plf) 1390 1262.5 ZONES Horizontal Pressures 14.4 18.7 Fx (plf) 140 128 B -4.8 -6,2 9.6 12,5 -2,7 -3,5 Story Shear Cplf) 268.0 268.0 Vertical Pressures -13.8 IT!? -9.0 -9.6 -12.6 H -6.9 •9.0 Overhangs EOH -19.3 in GOH -15,1 USE WIND ZONE=> ( 25.5 (plf) 15.0 }xPs-- 131 ( 25.5 4.5 )xPs: 262 First Floor Wind = 131 CONTROLLING FORCE(plf) '(^E1SMIC)'''W (SEISMIC) 268 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page: 2^ Date: 11/04/2013 Job#: Client: ZEPHYR Plan#: 3 D064 MMMMMM LOCATION: AT HOUSE TRANSVERSE ( L2 ) 2nd STORY Roof D.L. = ( 22 )psfx( 80 )ft 1760 plf Floor D.L, = ( 15 )psfx( 0 )ft 0 plf Wall D.L. = ( 10 )psfx( 75 )ft 750 plf TOTAL = 2510 plf 1st STORY Roof D.L. = ( 22 )psfx( 0 )ft 0 plf Floor D.L. = ( 15 )psfx( 75 )ft 1125 plf Wall D.L = ( 16 )psfx( 67 )ft 1072 plf TOTAL = 2197 plf ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN ! (ASCE 7-05 Sec. 12.14.8.1) LONGHUDE: -117.332760 •<—I Rock, Fa=1.0 I Soil, Fa-1.4 ZIPCODE - LATITUDE: 33.166850 (Per ASCE-7.05 Section 12.14.8.1 Ss„.,=1.5) Actual Ss = 1.254 Design Ss = 1.254 SDs = 2/3 x Fa x Ss Fa= ROCK Sl = 0.473 SDs = 0.836 Site Soil Class = D Seismic Design Category = D (In simpllfled method Soil Class can't be''E'') R= 6.5 p = 1 (SIMPLIFIED DESIGN) F X SDs x p X W V ^7T5 => F = 2ST0RY=1.1 F=1,0 1 STORY F=l.l 2 STORY F=l,2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN : (ASCE 7-05 Sec. 6.4.2.1) co= 1.3 (CBC-1605.3) Mean Roof Height= 23.00 ft < 60 ft Wind Velocity = 85 mph Exposure= B Roof Slope= 3.0 :12 = 14.0 degrees PS=(jOXXxKztX Ps3o X I I = 1.0 A, = 1.00 (From ASCE 7-05 Figure 6-2, Page 40) LEVEL ROOF 1 BASE P»30 (ptf) P. (psf) ZONES Horizontal Pressures 14.4 18.7 W (plf) 2510 2197 4707 Fx 254 222 B -4.8 T2 9.6 -2.7 Story Siiear (plf) 475.7 475.7 Vertical Pressures -13.8 -9.0 -9,6 -6,9 •9,0 Overhangs EOH -19,3 GOH -15,1 USE WIND ZONE=> ( 23.0 MJL 15.0 )xPs: 100 ( 23.0 - 4.5 )xPs: 231 First Floor Winds 131 CONTROLUNG FORCE(plf) vtrR.sioN •mt 1 1^ (J> E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: Job #: Client: ZEPHYR 11/4/2013 D064 Project Name: OAK AVE. 4 Plan#: 3 LOCATION: AT GARAGE LONGITUDINAL 1st STORY Roof D.L. = ( Deck D.L, = ( Wall D.L. = ( ( L3 ) 22 )psfx( 26 15 )psfx( 0 10 )psfx( 21 )ft )ft )ft 572 plf 0 plf 210 plf TOTAL = 782 plf TRANSVERSE 1st STORY Roof D.L. = ( ( T3 ) 22 )psfx( 28 )ft Deck D.L. =( 15 )psfx( 0 )ft Wall D.L. =( 10 )ps6<( 25.5 )ft ASCE 7-05 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN : 616 plf 0 plf 255 plf TOTAL = 871 plf (ASCE 7-05 Sec. 12.14.8.1) ZIP CODEl - LATITUDE: 33.166850 (Per ASCE-7.0S SecUon 12.14.8.1 Ss„.x=l.S) Actual Ss = 1.254 Design Ss = 1.254 SDs = 2/3 x Fa x Ss Sl = 0.473 SDs = 0.836 LONGITUDE: -117.332760 Fa= ROCK —I ^Rock, Fa=1.0 I ^Sdl, Fa=l,4 Site Soil Ciass = D Seismic Design Category = D (In simpllfled method Soil Class can't be'E') R= 6.5 p s 1 (SIMPLIFIED DESIGN) FxSDsxpxW V = => * Rxl.4 ^ F = 1 STORY=1.0 F=1.0 1 STORY F=l.l 2 STORY F=1.2 3 STORY ASCE 7-05 SIMPLIFIED WIND DESIGN ! (ASCE 7-05 Sec. 6.4.2.1) Q= 1.3 (CBC-1605,3) Mean Roof Height= 13.00 ft < 60 ft Wind Velocity = 85 mph Exposure= B RoofSlope= 3.0 :12 = 14.0 degrees PS= CO X A, X Kzt X Ps30 X I 1= 1.0 X= 1 (From ASCE 7-05 Figure 6-2, Page 40) ZONES Horizontal Pressures Vertical Pressures Otwrhangs A B C D E F G H EOH GOH 14,4 -4,8 9.6 -2.7 -13,8 -9.0 -9.6 -6.9 •19.3 -15.1 P.(P»») 18.7 -6.2 12,6 -3.5 •17.9 -11.7 -12.6 -9.0 -26.1 -19.6 ' ill liil k i'<ll LONGITUDINAL LEVEL W Fx Story Shear USE WIND ZONEB> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 — ( 13,0 - 5.A )x^r • (WI^jl^l^1|ip TRANSVERSE —w~-Fx Story Shear USE WIND ZONEs> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) i Vii — ( 11.5 - 5.6 )xl>,= 61.1 VERMON: 2011.1 1^ ^ E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 11/4/2013 Job#: D064 Project Name: OAK AVE. 4 Client: ZEPHYR Plan#: 3 SHEAR WALL DESIGN CIBC2009/ CBC 2010 / SDPWS-08) WALL(S) (g) LEFT OF UPPER LEVEL GREAT ROOM PLATE HT= 10 fi •{WALL1= 19.25 ft 0PENING= 13.25 ft Walll S= 6.00 ft} WALL2= 0.00 ft WALL 3= 0.00 ft WALL 4= 0.00 LOAD °( 140 plf( 38.0 ft/2-1-0 ) = 2660 Ibs. TOTAL WALL LENGTH = 6.00 LOAD =( 0 plf( 0.0 ft/2 + 0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2-^ 0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2-1-0 ) = 0 lbs. SHEAR = T, LOAD / L = 2660 Ibs / 6,00 ft 443 lbs/ft ANCHOR/STRAP? STRAP /\ 443 lbs/ft GOV,FORCE= WIND USE/13^ W/16d S.P.N. ® 3 "O/C SPN3 UPLIFT: L(Wall)= 6.0 ft UPLIFT: L(Wall)= 6.0 ft LOAD= 2660 Ibs. 0,T.M.= 26600 ft-lbs 0.67x[Bearlng Wall Weight +Roof D.LifTrlb.Wldth-HFIoor D,L.xTrlb.Wldth]x(S.W. Length)' /2 RESISnNG MOMENT = WALLWT- 14 psfx 10 ft- 140 Ibs RDL= 22 psf TrbW- 4 RES.M0M= 28304 Ibs UPUFr=(O.T.M.-R.M,)/L„„ UPLIFT= -88 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITy= N.A. lbs ft lbs FDL= 15 psf TrbW= Diaphragm Length = 18 ft Provide A3S's or Hi's @ 36 Inches O.C. O.K V= 148 plf 3) WALL(S) @ {WALL1= 19.50 LOAD =( LOAD =( L0AD»( LOAD -( SHEAR = T. LOAD/L ANCHOR/STRAP? STRAP SOV,FORCE.= SEISMIC USE RIGHT OF KITCHEN ft OPENING= 0,00 ft Walll S= 19,50 ft} WALL2= 140 0 0 0 plf( pif( plf( plf( 3290 47.0 0.0 0.0 0.0 lbs/ ft/2-f ft/2-^ ft/2-H ft/2 + 19,50 0 0 0 0 ft 0.00 ) = ) = ) = ) = ft WALL 3= W/16d S.P.N. ® 3290 lbs. 0 Ibs. 0 lbs. 0 Ibs. 169 lbs/ft 169 lbs/ft "O/C PLATE HT= 10 ft 0.00 ft WALL 4- 0.00 TOTAL WALL LENGTH " 19.60 SPN8 UPUFT: L(Wall)- 19.5 ft L0AD= 3290 Ibs. O.T.M.= 32900 RESISTING MOMENT = 0.9x[Bearin9 Wall Weight -i-Roof D.L.xTrlb.Wldth-^FIoor D.L.xTrjb.Wldth]x(S.W. Length)' /2 WAaWT= 14 psfx 10 ft= 140 Ibs RDL= 22 psf TrbW= 4 ft FDL= 15 psf TrbW- RES.MOM- 39014 Ibs UPLIFr=(O.T.M.-R.M.)/L»ii UPLIFT" -314 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACrrY= N.A, lbs O.K ft-lbs Diaphragm Lengths 20 ft Provide A35's or Hi's @ 32 Inches O.C. V= 169 plf Q) WALL(S) ® {WALL1= 17.00 LOAD LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD/L = ANCHOR/STRAP? STRAP LEFT OF BEDROOM 4 ft OPENING= Q.OO ft Walll t= i7.oo ft} WALL2= o.oo 140 plf( 29.0 ft/2-1- 0 ) = 0 plf( 0.0 ft/2+ 0 ) = 0 plf( 0,0 ft/2+ 0 ) = 0 plf( 0.0 ft/2-f 0 ) = 2030 lbs/ 17.00 ft ft WALL 3= 2030 lbs. PLATE HT= 10 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 17.00 0 0 0 119 119 lbs. Ibs. lbs. lbs/ft lbs/ft GOV.FORCE. WIND USE /io\ W/16d S.P.N. ® 12 "o/c SPN12 UPUFT: L(Wall)= 17,0 ft LOAD= 2030 Ibs, O.T.M,= 20300 ft-lbs RESISTING MOMENT = 0.67x[Bearlng Wall Weight -^Roof D.L.xTrib.WIdth-i-Floor D.L,xTrlb.Wldth]x(S.W, Length)' /2 WALLWT= 14 psfx 10 ft= 140 Ibs RDL= 22 psf TrbW= 4 ft FDL= 15 psf TrbW= 0 RES.MOM= 22074 Ibs UPUFr=(O.T,M.-R.M.)/L™ii UPLIFT= -104 IbS PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY^ N.A. lbs O.K Diaphragm Lengths 17 ft Provide A35's or Hi's @ 44 Inches O.C. V= 119 plf vr.RGIOM ?OI1,o 1^ ^ E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page; Z"^ Date: 11/4/2013 Job#: D064 Project Name: OAK AVE. 4 Client: ZEPHYR Plan#: 3 G) SHEAR WALL DESIGN CIBC2009/ CBC 2010/ SDPWS-08) 41 WALL(S) ® {WALL 1 LEFT OF GARAGE 140/2 14.00 ft LOAD =( LOAD =( LOAD =( LOAD =( OPENING= 140 70 72 0 SHEAR = T. LOAD / L ANCHOR/STRAP? BOTH GOV,FORCE= SEISMIC 0.00 Plf( plf( plf( plf( 2948 ft Walll 2= 20.0 0.0 25.5 0.0 lbs/ PLATE HT= 10 fl 14.00 ft} WALL2= 0.00 ft WALL 3= 0.00 ft WALL 4= 0.00 ft ft/2-f ft/2-l- ft/2 -I- ft/2-H 14.00 0 9 0 0 ft ) = ) = ) = ) = 1400 630 918 0 211 211 lbs. Ibs. Ibs. Ibs, lbs/ft lbs/ft TOTAL WALL LENGTH = 14.00 ft USE /lO\ W/5/8" Dia.x 10" A.B.'S @ 60 "o/c AB60 W/16d S.P.N. ® 6 "o/c SPN6 UPUFF: L (Wall)= 14.0 ft LOAD= 2948 RESISTING MOMENT = 0,9x[Bearlng Wall Weight +Roof D,L.)fTrlb.Wldth-t-Floor D. WAUWr- 14 psfx 10 ft= 140 Ibs RDL= 22 psf TibW- 4 RES.MOM= 20110 Ibs UPUFr=(O.T,M,-R.M.)/L„j|| UPLIFT= 669 PROVIDE SIMPSON; MSTI26 PER POST, CAPACITY^ 2745 IbS PROVIDE SIMPSON: HTTS PER POST, CAPACITY= 4350 lbs Diaphragm Len9th= 20 ft Provide A35's or Hi's @ 36 Inches O.C. Ibs, O.T.M.= 29480 i.L,xrrlb.WWth]x(S,W. Length)'/2 ft FDL= 15 psf Trt)W= lbs O.K O.K. V= 147 plf ft-lbs (s) WALL(S) @ {WALL1= 3.00 ft LOAD =( LOAD =( LOAD =( LOAD =( SHEAR =T. LOAD/L = ANCHOR/STRAP? ANCHOR IGOV.FORCE- WIND USE RIGHT OF GARAGE OPENING= 0.00 100 0 0 0 - SEE HARDY CALC ft Walll S= 3.00 ft} WALL2= o.oo Plf( plf( plf( plf( 1275 25.5 0.0 0.0 0.0 lbs/ ft/2-t- ft/2-1- ft/2-1- ft/2-1- 3,00 0 0 0 0 ft ) = ) = ) = ft WALL 1275 lbs. PLATE HT= 10 ft 0.00 ft WALL 4- 0.00 ft TOTAL WALL LENGTH = 3.00 ft W/5/8" Dla.X 10" A.B.'S® 28 0 0 0 425 425 "o/c Ibs. Ibs. Ibs. lbs/ft lbs/ft AB28 UPLIFT: L(Wall)« 3.0 ft LOAD= 1275 Ibs. O.T.M.= 12750 RESISTING MOMENT = 0,67x[Bearing Wall Weight -t-Roof D.L,xTrlb,Wldth-i-Floor D.L.xTrib.Wldth]x(S.W, Length)' /2 WALLWr= 14 psfx 10 ft= 140 Ibs RDL= 22 psf TrbVl^= 4 ft FDL= 15 psf TrbW- RES.MOM- 687.42 Ibs UPLIFT-(0,T.M.-R.M.)/L,aii UPLIFT" 4021 Ibs PROVIDE SIMPSON: HTTS PER POST, CAPACITY= 4350 lbs O.K ft-lbs Diaphragm Length= 20 ft Provide A35's or Hi's @ 80 Inches O.C. V= 65 plf (e) WALL(S) @ {WALL Is 18.50 ft LOAD =( LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD / L = ANCHOR/STRAP? BOTH GOV.FORCEo SEISMIC USE REAR OF PANTRY & GARAGE OPENING= 0.00 ft Wall! S= 254 plf ( 40.0 80 plf ( 21.0 0 plf( 0.0 0 plf ( 0.0 5920 lbs/ 18.50 ft} WALL2= 16.50 ft/2-f ft/2-f ft/2-1- ft/2-1- 37.00 0 0 0 0 ft ) = ) = ) = ) = ft WALL 3° 5080 lbs. PLATE HT= 10 0.00 ft WALL 4= TOTAL WALL LENGTH. 0.00 37.00 A W/5/8" Dla.x 10" A.B.'S @l 72 840 0 0 160 160 "O/c Ibs. Ibs. lbs. lbs/ft lbs/ft W/16d S.P.N. @ 8 "O/c AB72 SPN8 UPUFT: L (Wall)= 18,5 ft RESISnNG MOMENT = WAU.Wrs= 14 psfx 10 ft= 140 Ibs RDL= 22 psf TrbW= 10 RES.MOM= 55445 Ibs UPLIFr=(O.T,M.-R,M,)/U,i, UPLIFT= -1397 PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs Diaphragm Length= 72 ft Provide A35's or Hi's @ 64 Inches O.C, LOAD= 2960 lbs. O.T.M.= 29600 0.9x[Bearlng Wall Weight -i-Roof D.LjcTrlb.Wldth+Floor D.LxTrlb,Wldth]x(S.W, Length)'/2 ft FDL= 15 psf TrbW= lbs ft-lbs O.K O.K. V= 82 plf VERSIOiO ^^111 1.6 1^ <^ E S I Project Name: Page: Xi ESI/FME Inc. STRUCTURAL ENGINEERS Date: 11/4/2013 Job #: D064 OAK AVE. 4 0 WALL(S) @) i^^taMP^mMiiiiMaMiiiiiiaiM RIGHT OF GARAGE Client; ZEPHYR Plan #: 3 (ICC ESR-2089) 1/1/2010 S.W. 1 S.W. 2 S,W.3 S,W.4 S.W.S S.W. 6 TOTAL WALL LENGTHS (ft)= 1.5 0 0 0 0 0 1.50 ft LOAD = ( 100.00 Ibs / ft) ( 26.0 ft/2 -1-0) = 1300 Ibs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 •f 0) = 0 Ibs. LOAD = ( 0 Ibs / ft) ( 0.0 ft/2 + 0) = 0 Ibs. LOAD = ( 0 Ibs/ft) ( 0.0 ft/2 -1-0) = 0 Ibs. TOTAL LOAD = 1300 Ibs CAPACITY OF HARDY FRAMES = ( 1 ) X 2415 = 2415 Ibs > 1300 lbs O.K. USE( 1 ) HARDY FRAME MODEL; HFX-18X8 11/8 - STD - RA UPLIFT: L( Wall) = 1,50 ft Plate Height = 9.00 ft. LOAD 1300 Ibs, 0. T. M. 11700 ft-lbs RESISnNG MOMENT = 0.67x[Bearing Wall Weight -i-Roof D.LxTrlb.Wldth+Floor D.L.xTrib.Wldth]x(S.W, Length)'/2 Roof D.L, RoofTrlb,W Floor D.L Floor Trlb.W S.W.Length WIND <=Controlling Force 22 3 0 0 1.50 '^2/2 145 ft-lbs UPLIFT=(OTM-RM)/L= 11700 -145 / 1.50 = 7704 Ibs, 0 MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 21620 lbs. > 7704 Ibs. O.K. WALL(S) @> LEFT OF GREAT ROOM S.W. 1 S.W. 2 S.W.3 S.W.4 S.W.5 S.W. 6 TOTAL WALL LENGTHS (ft)= 1.5 1.5 0 0 0 0 3.00 ft LOAD = ( 140 lbs / ft) ( 38.0 ft/2 •I-0) = 2660 lbs. LOAD = ( 128 Ibs / ft) ( 18.5 ft/2 + 0) = 1184 Ibs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 Ibs. LOAD = ( 0 Ibs/ft) ( 0.0 ft/2 + 0) = 0 Ibs. TOTAL LOAD = 3844 Ibs CAPACmr OF HARDY FRAMES = ( 2 ) X 2265 4530 Ibs > 3844 lbs O.K. USE f 2 ) HARDY FRAME MODEL: HF 18x8 11/8 STP - RA UPLIFT: L( Wall) = 1.50 ft Plate Height = 8.00 ft. LOAD 1922 Ibs. 0. T. M. 15376 ft-lbs RESISnNG MOMENT = 0.9x[Bearing Wall Weight +Roof D.LXrrlb.Wldth+Floor D,L.xTrlb.Wldth]x(S.W. Length)' /2 Roof D.L. Roof Trlb.W Floor D.L, Floor Trib. W S.W.Length SEISMIC <=Conlrolllng Force 22 6 14 3 1.50 ^2/2 290 ft-lbs UPLIFT=(OTM-RM)/L= 15376 -290 / 1.50 10058 Ibs. MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 21820 lbs.> 10058 Ibs. O.K. ^ WALL(S)® NOT USED ^ WALL(S)® S.W.I S.W. 2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WAU LENGTHS (ft)= 1.5 1.5 0 0 0 0 3.00 ft LOAD = ( 0 Ibs / ft) ( 0.0 ft/2 0 ) = 0 lbs. LOAD = ( 0 lbs/ft) ( 0.0 ft/2 + 0) = 0 Ibs. LOAD = ( 0 lbs/ft) ( 0.0 ft/2 + 0) = 0 Ibs, LOAD = ( 0 lbs/ft) ( 0.0 ft/2 + 0) = 0 Ibs. TOTAL LOAD = 0 Ibs CAPACITY OF HARDY FRAMES = ( 2 )x 2170 — 4340 Ibs > 0 Ibs O.K. USEf 2 ) HARDY FRAME MODEL: HF 18x10 11/8 STD -RA UPLIFT: L( Wall) = 1.50 ft Plate Height = 10.00 ft. LOAD 0 Ibs. 0. T. M. 0 ft-ibs RESISnNG MOMENT = 0.67x[Bearlng Wall Weight -i-Roof D.L.xTrib.Wldth-1-Floor D.L.XTrlb.Wldth]x(S,W, Length)' /2 Roof D.L Roof Trlb.W Floor D.L Floor Trlb.W S.W.Length WIND <=Controlllng Force 22 0 14 15 1.50 ^2/2 264 ft-lbs UPLIFT=(OTM-RM)/L= 264 / MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 21620 1.50 Ibs. > -176 Ibs. -176 Ibs. O.K. VtKSIiJM: 21.1 i 1.1 E S I ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: OAK AVE. 4 Page; Date: Job#: Client: ZEPHYR Plan#: 3 2^ 11/4/2013 D064 SHEAR WALL DESIGN {IBC2009/ CBC 2010 / SDPWS-08) 7J WALL(S) ® *- 16.00 FRONT OF GARAGE {WALL 1= ft LOAD =( LOAD-( LOAD=( LOAD =( OPENING= 81 0 0 0 SHEAR = T. LOAD / L = ANCHOR/STRAP? BOTH |GOV,FORCE- WIND USE 0.00 plf( plf( plf( plf( 851 ft Walll 2= 21.0 0.0 0.0 0.0 lbs/ 16.00 ft} WALL2= 0.00 ft WALL 3= ft/2 + ft/2-1- ft/2-1- ft/2-1- 16,00 0 0 0 0 ft ) = ) = ) = ) = w/5/8" Dla.xlO"A.B.'S( 72 851 0 0 0 53 53 "O/c Ibs. Ibs. Ibs. Ibs. lbs/ft lbs/ft PLATE HT= 10 fl 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 16.00 W/16d S.P.N. @ 16 "o/c AB72 SPN16 UPLIFT: L(Wall)= 16.0 ft LOAD= 851 Ibs. O.T.M.= 8505 RESISTING MOMENT = 0.67x[Bearlng Wall Weight +Roof D.L)frrlb.Wldth-i-Floor D.L.xTrlb.Wldth]x(S.W. Length)' /2 WAUWT= 14 psfx 10 ft= 140 Ibs RDL= 22 psf TrbW= 10 ft FDL= 15 psf TrbW= RES.MOM= 30874 lbs UPUFT=(O.T.M.-R.M,)/L„i„ UPLIFT" -1398 Ibs PROVIDE SIMPSON! NOT REQUIRED PER POST, CAPACITYs N.A. IbS O.K PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY^ N.A. Ibs O.K. Diaphragm Length= 16 ft Provide A35's or Hi's @ ICQ Inches O.C. V= 53 plf ft-lbs (Q) WALL(S) ® {WALL1= 9.00 ft LOAD =( LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD/L = ANCHOR/STRAP? STRAP |GOV.FORCE> SEISMIC USE FRONT OF GREAT ROOM & DINING OPENING' 0.00 ft Walll S= 9.00 ft} WALL2= 22.00 254 0 0 0 plf( Plf( plf( plf( 5080 40.0 0.0 0.0 0.0 lbs/ ft/2-i- ft/2-f ft/2-1- ft/2-f 18.00 0 0 0 0 ft ) = } = ) = ) = ft WALL 3= 5080 lbs. PLATE HT= 10 ft -13,00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 18.00 W/16d S.P.N. gl 0 0 0 282 282 "O/c Ibs. Ibs. ibs. lbs/ft lbs/ft SPN4 UPUFT: L(Wall)= 9.0 ft LOAD= 2540 lbs, O.T.M,= 25400 RBISTING MOMENT = 0.9x[Bearlng Wall Weight -i-Roof D.LjfTrlb.Wklth-HFIoor D.LxTrlb.Wldth]x(S.W. Length)' /2 WALLWT= 14 psfx 10 ft= 140 Ibs RDL= 22 psf TrbW° 9 ft FDL= 15 psf TrbW= RES.MOM= 12320 lbs UPLIFr=(O.T.M.-R.M.)/Uii UPLIFT" 1453 Ibs PROVIDE SIMPSON: MSTI48 PER POST, CAPACITY= 3520 lbs O.K ft-lbs Diaphragm Length^ 75 ft Provide A35's or Hi's @ 76 Inches O.C. v= 68 plf (#) WALL(S) ® NOT USED PLATE HT= 9 ft {WALL1= 9X)0 ft OPENING= 0.00 ft Walll X= 9.00 ft} WALL2= 18.50 ft WALL 3= 0.00 ft WALL 4= 0.00 ft LOAD»( 0 plf( 0.0 ft/2-f 0 ) = 0 lbs. TOTAL WALL LENGTH = 27.60 ft LOAD =( 0 plf( 0,0 ft/2-1- 0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2-1- 0 ) = 0 lbs. LOAD =( 0 plf( 0.0 HI 2+ 0 ) = 0 ibs. SHEAR = T. LOAD/L = 0 lbs/ 27,50 ft 0 lbs/ft ANCHOR/STRAP? STRAP A 0 lbs/ft QOV.FORCE- SEISMIC USE /10\ W/16d S.P.N. 0 16 "O/c SPN16 UPUFT: L(Wall)= 9.0 ft LOAD= 0 Ibs, O.T.M.= 0 ft-lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D,L,>frrlb.Wldth+Floor D.L.xTrib.Wldth]x(S.W. Length)' 11 WALLWT= 14 psfx 9 ft = 126 Ibs RDL= 22 psf TrbW= 10 ft FDL= 15 psf TrbW= 0 ft RES.M0M= 12612 Ibs UPLIFr=(O.T,M.-R,M,)/L«ii UPLIFT" -1401 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY^ N.A. Ibs O.K Diaphragm Length= 17 ft Provide A35's or Hi's @ ### Inches O.C. V= 0 plf ».'T;KSIOM 2(11 l b 1^ ^ E S I ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 11/4/2013 Job #: D064 Project Name: OAK AVE. 4 Client: ZEPHYR Plan#: 3 SHEAR WALL DESIGN (JBC2009 / CBC 2010/ SDPWS-08) ^ WALL(S) @ {WALL 1= 3.00 LOAD LOAD LOAD LOAD LEFT OF UPPER LEVEL GREAT ROOM - SEE HARDY CALC ft OPENING^ 0.00 ft Waill X= 3.00 ft} WALL2= o.00 ft 140 128 0 0 SHEAR = T. LOAD / L = ANCHOR/STRAP? ANCHOR GOV.FORCE- SEISMIC USE WALL 3= plf( 38.0 ft/2-1- 0 )= 2660 lbs. plf( 18.5 ft/2-I- 0 )= 1184 lbs. plf( 0.0 ft/2+ 0 )= 0 lbs. plf( 0.0 ft/2-I- 0 )= 0 lbs. 3844 lbs/ 3.00 ft = 1281 lbs/ft CORRECTED PER HW RATIO (SDPWS^ieTable4.3.4)= 1922 Ibs/ft W/5/8" Dla.x 12" A.B.'S @ 8 "o/c PLATE HT= 9 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH •= 3.00 3x SILL ABB DBL SIDED UPLIFT: L(Wall)= 3.0 ft LOAD= 3844 Ibs. O.T.M.= 34596 RESISTING MOMENT = 0,9x[Bearlng Wall Weight -t-Roof D.L,)arlb,Wldth-i-Floor D.L.xTrlb.Wldth]x(S,W. Length)' /2 WALLWT= 14 psfx 9 ft= 126 Ibs RDL= 22 psf TrtJW= 10 ft FDL= 15 psf TrbW= RES.MOM= 1401.3 ibs UPLIFr=(O.T.M,-R.M,)/L„ai, UPLIFT" 11065 Ibs PROVIDE SIMPSON: MSTI26 PER POST, CAPACrrY= 2745 lbs NOT O.K. ft-lbs Diaphragm Length= 34 ft Provide A35's or Hl's @ 44 Inches O.C. V= 113 plf ^ WALL(S) ® {WALL1= 9.00 ft LOAD=( LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD / L ANCHOR/STRAP? ANCHOR GOV.FORCE- WIND U S E RIGHT OF GARAGE OPENING= 131 0 0 0 O.OD plf( Plf( Plf( plf( 2489 ft Walll %= 38.0 0.0 0,0 0,0 lbs/ 9.00 ft} ft/2-F ft/2-1- ft/2-1- ft/2-1- 9,00 WALL2= 0 0 0 0 ft O.OD ) = ) = ) = ) = ft WALL 3= 11\ W/5/8" Dla.x 10" A.B.'S ( 48 2489 0 0 0 277 277 "o/c ibs, ibs. Ibs. ibs. Ibs/ft Ibs/ft PLATE HT= 9 ft 0.00 ft WALL 4= 0.00 TOTAL WALL UENGTH= 9.00 UPUFT: LO/Vall)= 9.0 RESISHNG MOMENT = WALLWr= 14 psfx RES.MOM= 9931.4 ibs PROVIDE SIMPSON: AB48 ft LOAD= 2489 Ibs. O.T.M.= 22401 ft-ibs 0.67x[Bearlng Wall Weight -fRoof D.L.xTrlb,Wldth-i-Hoor D,L.xTrlb.Wldth]x(S.W, Length)'/2 9 ft= 126 Ibs RDL= 22 psf TrbW- 0 ft FDL= 15 psf TrttW= 16 ft UPLIFr=(0,T.M.-R.M.)/L™n UPLIFT" 1386 Ibs HTTS PER POST, CAPACITY= 4350 Ibs O.K Diaphragm Length= 33 ft Provide A35's or Hl's @ 68 Inches O.C. V= 75 plf WALL(S) @i {WALL 1 RIGHT OF BEDROOM 2 11.50 ft OPENING= 0.00 ft Walll X= LOAD=( 140 plf( 47.0 LOAD=( 128 plf( 29.0 LOAD=( 0 plf( 0.0 LOAD=( 0 plf( 0.0 SHEAR = T. LOAD / L = 5146 Ibs / ANCHOR/STRAP? ANCHOR A 11.50 ft} WALL2° ft/2-1- ft/2-l- ft/2 + ft/2-1- 11.50 0 0 0 0 ft O.O0 ) = ) = ) = ) = ft WALL 3- 3290 lbs. 1856 lbs. 0 lbs. 0 lbs. 447 Ibs/ft 447 Ibs/ft PLATE HT= 9 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTHS 11.60 GOV.FORCE= SEISMIC USE /13\ W/5/8" Dia.x 10" A.B.'S @) 28 "O/c AB28 UPLIFT: L(Wall)=> 11.5 ft LOAD= 5146 Ibs. O.T.M.= 46314 RESISnNG MOMENT = 0.9x[Bearing Wall Weight -i-Roof D.L,xrrlb.Wldth-i-Floor D.LXTrlb.WldthMS.W. Length)' /2 WAU.Wr= 28 psfx 9 ft= 252 Ibs RDL= 22 psf TrbW« 4 ft FDL= 15 psf TrbW- RES.MOM= 29161 Ibs UPUFr=(O.T.M.-R,M.)/L„a,i UPLIFT" 1492 IbS PROVIDE SIMPSON: HTTS PER POST, CAPACITY" 4350 lbs O.K Diaphragm Lengths 19 ft Provide A35's or Hl's ( 16 Inches O.C, V= 271 plf ft-lbs 10 ft '.'LKoltlW 211! I,; ESI/FME Inc. STRUCTURAL ENGINEERS Page; 2y Date: 11/4/2013 Job#: O064 Project Name: OAK AVE. 4 Client: ZEPHYR Plan#: 3 SHEAR WALL DESIGN (IBC2009 / CBC 2010 / SDPWS-08) 12) WALL(S) ® LEFT OF LAUNDRY {WALL1= 13.75 ft OPENING= 0,00 ft Walll X= 13.75 ft} WALL2= 0.00 ft WALL 3= LOAD =( 140 plf( 29.0 ft/2-1-0 ) = 2030 lbs. LOAD =( 128 plf( 29.0 ft/2 -1-0 ) = 1856 lbs. LOAD =( 0 plf( 0.0 ft/2-1-0 ) = 0 lbs. LOAD =( 0 plf( 0.0 ft/2-l-0 ) = 0 lbs. SHEAR = T. LOAD / L 3886 Ibs / 13.75 ft = 283 Ibs/ft ANCHOR/STRAP? ANCHOR 283 Ibs/ft GOV,FORCEa SEISMIC U S E /laN ^ W/5/8" Dia.x 10" A.B.'S « |l 44 "o/c PLATE HT= 9 ft 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 13.76 AB44 UPUFT: L(Wail)= 13.8 ft LOAD= 3886 Ibs. O.T.M.= 34974 RESISTING MOMENT = 0.9x[Bearlng Wall Weight -i-Roof D.L.xTrlb.Wldth-1-Floor D.L.XTrib.WidthMS.W. Length)' /2 WAUWr- 28 psfx 9 ft= 252 Ibs RDL= 22 psf TrbW= 4 ft FDL= 15 psf TrbV^= RES.MOM" 32755 ibs UPUFT=(O.T.M.-R.M.)/L,., UPLIFT" 161 Ibs PROVIDE SIMPSON: HTTS PER POST, CAPACITY" 4350 IbS O.K ft-ibs Diaphragm Length = 23 ft Provide A35's or Hl's @ 28 Inches O.C, 169 plf ^ WALL(S) ® {WALLl-= 20.00 ft LOAD =( 268/2 LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD/L = ANCHOR/STRAP? ANCHOR GOV.FORCE0 SEISMIC USE RIGHT OF CRAWL SPACE OPENING^ 0.00 ft Walll X= 20.00 ft} WALL2= 140 134 72 128 plf( plf( plf( plf( 4804 20.0 0.0 25.5 20.0 lbs/ ft/2 + ft/2-l- ft/2-l- ft/2-i- 20.00 0 9 0 0 ft 0.00 ) = ) = ) = ) = ft WALL 3= W/5/8" Pla.x 10" A.B.'S gi 52 1400 1206 918 1280 240 240 "o/c lbs. ibs. Ibs. ibs. lbs/ft Ibs/ft PLATE HT= 0.125 ft 0.00 ft WALL 4°° 0.00 ft TOTAL WALL LENGTH' 20.00 ft AB52 UPLIFT: L(WalO=20.0ft LOAD" 4804 Ibs. O.T.M,= 601 RESISnNG MOMENT = 0.9x[Bearlng Wall Weight -i-Roof D,L.xTHb.Wldth+Hoor D.LxTrlb.Wldth]x(S.W, Length)' /2 WAaWT= 28 psfx 0.1 ft = 3.5 Ibs RDL= 22 psf TrbW- 4 ft FDL= 15 psf TrbW= RES,MOM= 35370 Ibs UPLIFT=(0,T,M.-R,M.)/L™|, UPLIFT" -1738 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. ibs O.K ft-ibs Diaphragm Length= 29 ft Provide A35's or Hl's @ 32 Inches 0,C. V= 166 plf © WALL(S) ® REAR OF CRAWL SPACE & LAUNDRY PLATE HT= 9 ft {WALL1= 16.00 ft OPENING= 0.00 ft Walll 16.00 ft} WALL2= 0.00 ft WALL 3= 0.00 ft WALL 4= 0.00 ft 254/4 LOAD =( 63.5 plf( 40.0 ft/2-F 0 ) = 1270 lbs. TOTAL WALL LENGTH-16.00 ft 80/4 LOAD=( 20 plf( 21,0 ft/2-1- 0 ) = 210 ibs. 222*25/67 LOAD =( 82.8358 plf( 40,0 ft/2-F 0 ) = 1657 ibs. LOAD =( 0 plf( 0,0 ft/2-F 0 ) = 0 ibs. SHEAR » T. LOAD / L = 3137 lbs/ 16.00 ft 196 Ibs/ft ANCHOR/STRAP? ANCHOR A 196 ibs/ft GOV.FORCE- SEISMIC USE /10\ W/5/8" Dla.x 10"A.B.'S® 68 "o/c AB68 UPUFT: L (Wall)" 16.0 ft LOAD" 3137 ibs. O.T.M,= 28230 ft-lbs RESISnNG MOMENT = 0.9x[Bearing Wall Weight -i-Roof D.L>fn-lb.Wldth+Floor D.L.XTrlb.Wldth]x(S.W. Length)' /2 WALLWT= 28 psfx 9 ft = 252 Ibs RDL= 22 psf Titw- 22 ft FDL= 15 psf TrbW-1.33 ft RES.MOM" 87085 Ibs UPLIFT=(O.T.M.-R.M,)/L«,ii UPLIFT" -3678 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY" N.A. Ibs O.K Diaphragm Length = 19 ft Provide A35's or Hl's @ 32 Inches O.C. v= 165 pif •/I llSlOi'l ;:(f1 1 6 Page: ESI/FME Inc. STRUCTURAL ENGINEERS Date: 11/4/2013 Job #: D064 Project Name: OAK AVE. 4 Client: ZEPHYR Plan#: 3 9i SHEAR WALL DESIGN (IBC2009 / CBC 2010 / SDPWS-08) 15) WALL(S) @ REAR OF BEDROOM 2 PLATE HT= {WALL 1= 24.00 ft OPENING= 9.00 ft Waiil X= 15.00 ft} WALL2= o.oo ft WALL 3= 0.00 ft WALL 4= 0.00 254/2 LOAD =( 127 plf( 40.0 ft / 2 -F 0 ) = 2540 ibs. TOTAL WALL LENGTH « 16.00 80/2 LOAD =( 40 plf( 21.0 ft/2-F 0 ) = 420 lbs. 222*42/67 LOAD =( 139,164 plf( 40.0 ft/2-1-0 ) = 2783 lbs. LOAD=( 0 plf( 0.0 ft/2-F 0 ) = 0 lbs. SHEAR = T, LOAD / L 5743 lbs/ 15.00 ft = 383 Ibs/ft ANCHOR/STRAP? ANCHOR 383 Ibs/ft GOV.FORCE- SEISMIC USE /l2\ ^ W/5/8" Dla.x 10" A.B.'S ® 32 "O/c AB32 UPUFT: L(Wall)= IS.O ft UPUFT: L(Wall)= IS.O ft LPAD= 5743 Ibs. O.T.M.= 51690 ft-lbs 0,9x[Bearlng Wall Weight -i-Roof D.L.)n"rlb.Wldth-fHoorD.L,xTrib.WidthMS.W. Length)'/2 RESISTING MOMENT = WALLWT= 28 psfx 9 ft= 252 Ibs RDL= 22 psf TrbW= 22 RES.MOM" 195942 lbs UPUFr=(0,T.M.-R.M.)/Ui,ii UPLIFT" -6011 PROVIDE SIMPSON; NOT REQUIRED PER POST, CAPACITY" N.A. ibS ft lbs FDL= 15 psf TrbW- 1.33 ft Diaphragm Length= 23 ft Provide A35's or Hl's @ 20 Inches O.C. 0.K V= 250 plf ^ WALL(S) @ {WALLl 9.50 FRONT OF MASTER SUITE & W.I.C. ft OPENING= 0.00 ft Walll 9,50 ft} WALL2= 19.75 LOAD=( 254 plf( 40,0 ft/2-i-0 ) = LOAD =( 222 plf{ 40.0 ft/2-l-0 ) = LOAD =( 0 plf( 0.0 ft/2-l-0 ) = LOAD =( 0 plf( 0.0 ft/2-F 0 )= SHEAR "T. LOAD/L = 9520 lbs/ 29,25 ft ANCHOR/STRAP? ANCHOR GOV,FORCE- SEISMIC ft WALL 3= 5080 lbs, 4440 lbs. 0 lbs, 0 lbs. 325 ibs/ft 325 lbs/ft PLATE HT= 9 fl 0.00 ft WALL 4= 0.00 TOTAL WALL LENGTH = 29.26 UPUFT: L(Wall)= RESISTING MOMENT = WALLWT= 28 psfx RES,MOM= 19979 Ibs PROVIDE SIMPSON: USE /n\ W/5/8" Dla.x 10"A.B.'S® 40 "o/c AB40 9.5 ft LOAD= 3092 Ibs. O.T.M.= 27828 ft-lbs 0.9x[Bearlng Wail Weight -i-Roof D.L.XTrlb.Wldth•^FIoor D.L.XTrib.WkJthKS-W. Length)' /2 9 ft= 252 Ibs RDL= 22 psf TrbW- 10 UPUFr=(O.T.M.-R,M.)/U«ii UPLIFT" 826 ft lbs FDL= 15 psf TrbW- 1.33 ft HTTS PER POST, CAPACITY= 4350 ibs O.K Diaphragm Length= 65 ft Provide A35's or Hl's @ 36 Inches O.C, NOTE: HOLDOWN KTS'-G" PANELONLY V= 146 pif =( WALL(S) ® {WALL1= 9.00 ft LOAD LOAD =( LOAD =( LOAD =( SHEAR = T. LOAD / L = ANCHOR/STRAP? ANCHOR GOV.FORCE- SEISMIC NOT USED OPENING' 0 0 0 0 0.00 plf( plf( plf( plf( ftWalilS= 9.00 ft} 0.0 0.0 0.0 0.0 lbs/ ft/2-F ft/2-F ft/2-F ft/2-F 9.00 WALL2- 0 0 0 0 ft 0.00 ) = ) = ) = ) = WALL 3= lbs. Ibs. ibs. Ibs. Ibs/ft Ibs/ft PLATE HT= 9 ft 0.00 ft WALL 4= 0.00 ft TOTAL WALL LENGTH = 9.00 ft USE /lff\ W/5/8" Dla.x 10" A.B.'S @ 72 "o/c AB72 9,0 ft LOAD" 0 Ibs. O.T.M.= 0 ft-lbs UPUFT: L(Wall)= RESISnNG MOMENT = WALLWT= 14 psfx RES.MOM= 4592.7 Ibs UPLIFT=(C.T.M.-R.M,)/L„,i, UPLIFT" PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY" N.A. 0.9x[Bearing Wall Weight +Roof D.L.xTrlb.Wldth-i-Floor D.L.xTrlb,Wldth]x(S,W, Length)' 12 ft= 126 Ibs RDL= 22 psf TrbW- 0 ft FDL= 15 psf 510 Ibs Ibs O.K TrbW- Diaphragm Length" 16 ft Provide A35'sor Hl's® ### Inches0,C 0 plf VERSIOli l.S E S i ESI/FME Inc. STRUCTURAL ENGINEERS Page; Date: 11/4/2013 Job#: D064 Ciient: 2EPHYR PARTNERS Project Name: OAK AVE. 4 Pian#: 3 SOILS REPORT BY: ADVANCED GEOTECHNICAL SOLUTIONS JOBNO: 1308-06-8-3 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, @ IVIIDDLE EACH WAY, OVER 2 "SAND/OVER 10 I^IL VISQUEEN OVER 2 "SAND. CONTINUOUS FOOTING DESIGN; Wt. L Roof : ( 42 ) ( 22.5 ) = 945 pif Wall :( 14 )( 19 ) = 265 pif Floor:( 55 )( 1.33 ) = 73.15 plf Deci< : ( 55 ) ( 0 ) = 0 pif TOTAL LOAD = 1284 pif Required l^iin. Foundation Widtii = ( 1284 ) / ( 2000 50 ) = 0.66 ft. EyrERIOR FOOTINGS; 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 POINT LOAD CHECK; E)aERIOR: 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 wltti 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 i' P Ibs Ibs. Ibs. ibs. ibs. .POST 4x mIn. S=(p-H8>2+4" _8"± D VERSION: 1.4 A ESI/FME Inc. STRUCTURAL ENGINEERS Page; Date: 11/4/2013 Job #: D064 Client: ZEPHYR PARTNERS Project Name; OAK AVE. 4 Plan#; 3 SOILS REPORT BY: ADVANCED GEOTECHNICAL SOLUTIONS JOBNO: 1308-06-B-3 DATE: 9/25/2013 ALLOWABLE SOIL BEARING PRESSURE = 2000 psf OVERBURDEN WEIGHT = SOIL SHE CLASSIFICATION = D Pad Design; DEPTH OF PAD = 18 inclies l^inumum Reinforcement %: 0.0018 75 psf Pad No: 1 : P = R { L ) = Area =( 3614 1.91 sq. ft., MIN. REQUIRED REINFORCEMENT = * Use pad 24 " square x 18 Pad No: 2 :P = R( L ) = Area = ( 9605 5,09 sq. ft,, MIN, REQUIRED REINFORCEMENT = * Use pad 30 " square x 18 Pad No: 3 :P = R( R ) = Area =( 14576 7.72 sq. ft., MIN, REQUIRED REINFORCEMENT = * Use pad 36 " square x 18 Pad No: 4 :P = R( L ) = Area =( 11463 6.07 sq. ft., MIN. REQUIRED REINFORCEMENT = * Use pad 30 " square x 18 Pad No: 5 :P = R( R ) = Area = ( 0 0 sq, ft., MIN. REQUIRED REINFORCEMENT = * Use pad 24 " square x 18 3614 ibs )/( 2000 - FROIVI BM 10 113 ) hence = 0.78 In^ "deep, w/# 1.38 ft. ( minimum ) =>As REQUIRED PER FT OF WIDTH= 4 Bars @ 6 " o.C. E.W. =>AsUSED PER FT OFWIDTH= 9605 lbs FROM BM 11 )/( 2000 - 113 ) hence = 2,26 ft. ( minimum ) 0,97 in^ =>AsTOUSEPERFrOFWIDT>1= "deep,w/# 4 Bars@ 6 "o,c. E.W. =>AsUSED PERFTOFWIDTH= 14576 lbs FROM BM 2 & BM 14 )/( 2000 - 113 ) hence = 2.78 ft. ( minimum ) 1.17 In^ =>As TO USE PER FT OF WIDTH= "deep, w/# 4 Bars @ 6 " o.c. E.W. =>AsUSED PERFTOFWIDTH= 11463 Ibs FROM BM 8 )/( 2000 - 113 ) hence = 2,46 ft. ( minimum ) 0.97 In^ =>AsTOUSEPERFrOFWIDTH= "deep,w/# 4 Bars@ 6 "o.c. E.W. =>AsUSEDPERFTOFWIDTH= 0 lbs NOT USED )/( 2000 - 113 ) hence = 0 ft. (minimum) 0.78 In^ =>AsTOUSEPERFrOFWIDTH= "deep,w/# 4 Bars @ 6 "o.c, E.W. =>AsUSED PERFTOFWIDTH= 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 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title WALL 1 RESTR RET. WALL (W/SEISMIC) Page: 1>1 Job# : D064-OAI Dsgnr: Date: 11 DEC 2013 Descr WALLl - Restrained retaining wall at right of crawl space with 5" slab to resist sliding This Wall In Flle: e:\flle8\d064\retaining walls.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06063839 License To : ESI/FME, INC. Restrained Retaining Wall Design ;ode: cec 2010,ACI 3i8-08,ACi 530-08 Criteria Retained Height = 9.50 ft Wall height above soil = 0.00 ft Total Wall Height = 9.50 ft Top Support Height = 9.50 ft Slope Behind Wal = 0.00:1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Soil Data /Vilow Soli Bearing = 2,660.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 59.0 psf/ft Passive Pressure Soil Density FootingljSoil Frictlor Soli height to Ignore for passive pressure 541,0 psf/ft 110.00 pcf 0.350 2.00 in Thumbnail Surcharge Loads Surcharge Over Heel = 63.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 63.0 psf Used for Sliding & Overturning Uniform Lateral Load Applied to Stem Axial Load Applied to Stem Axial Dead Load = 275.0 Ibs Axial Live Load = 0.0 lbs Aixial Load Eccentricity = 2.0 in Earth Pressure Seismic Load Adjacent Footing Load Stem Weight Seismic Load Lateral Load = 1,693.0 #/ft ...Height to Top = 6.20 ft ...Height to Botton- = 5.20 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = o.O psf Soli Density Multiplier = 1.000 g I Fp / Wp Weight Multiplier = 0.200 g Adjacent Footing Load " 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Waii to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall " " Poisson's Ratio = ,0.300 Added seismic per unit area = 0.0 psf Added seismic per unit area = 0.0 psf DesignSimima^ IflVlasonry Stem Construction Total Bearing Load ...resultant ecc. = Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top = Reaction at Bottom = 4,677 Ibs 4.31 in 1,059 psf OK 500 psf OK 2,660 psf Allowable 1,271 psf 599 psf 14.2 psl OK 7.6 psl OK 75.0 psl 1,392.4 Ibs 4,241.8 Ibs fm Fs 1,500 psl 24,000 psi Short Terni Factor Equiv. Solid Thick. • Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 4,241.8 Ibs Load Factors Bulldlng Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010,ACI 1.200 1.600 1.600 1.600 1.000 Thickness = 12.00 in Wall Weight = 133.0 psf Stem Is FIXED to top of footing Block Type = Normal Welghl Design Method = ASD Solid Grouted Design Heigtit Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Moment....Actus Moment Aliowable Shear Force @ this height Shear Actual Shear Allowable Rebar Lap Required Hooked embedment Into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on 1.000 11.600 In n Rallo (Es/Em) = 21.481 Mmax Between Top Support Top & Base i 3 Base of Wail Stem OK Stem OK Stem OK 9.50 ft 5.72 ft 0.00 ft # 6 # 5 # 6 8.00 In 8.00 In 8.00 In Edge Edge Edge 9.00 In 9.00 In 9.00 in 0.007 0.690 0.929 45.8 ft-# 4,249.6 ft-# 6,423.8 ft-# 6,915.5 ft-* 6,158.6 ft^ 6,915.5 ft-# 1,392.4 Ibs 3,284.0 Ibs 11.98 psi 28.26 psi 38.73 psl 38.73 psl 30.00 in 25.00 in = 12.60 in Use menu Item Settings > Printing & Title Biock to set these five lines of information for your program. Title ; WALL 1 RESTR RET, WALL (W/SEISMIC] Page: 3^ Job# : D064-OAI Dsgnr: Date: 11 DEC 2013 Descn WALL 1 - Restrained retaining wall at right of crawl space with 5" slab to resist sliding This Wall In File: e:\flles\d064\retalning walis.rp5 RetainPro 10 |c) 1987-2012, Build 10.13,8.31 License: KW-a6053839 License To : ESI/FME, INC. Restrained Retaining Wall Design vode: CBC 20io,ACi 3i8-08,ACi 530-O8 Footing Strengths & Dimensions ~\ \ Footing Design Results Toe Width Heel Width Total Footing Wldtt Footing Thickness Key Width Key Depth Key Distance from Toe 3.50 ft 2.50 6.00 18.00 in 18.00 In 0.00 in 2.50 ft Factored Pressure = Mu': Upward = Mu': Downward = Mu: Design = Aclual 1-Way Shear = Allow 1-Way Shear " Toe 1,271 7,954 2,607 5,347 14.17 75.00 Ieel 599 psf 1,018 ft-# 2,488 ft-# 1,470 ft-# 7.59 psl 75.00 psl f c = 2,500 psl Fy = 60,000 psl Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 In @Btm.= 3.00 In Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soli pressure Load & Moment Summary For Footing : For Soii Pressure Calcs »> Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem = -6,423.8 ft-# Surcharge Over Heel = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Axial Dead Load on Stem = 275.0 Ibs 3.83 ft 1,054.2 ft-T# Soil Over Toe = lbs ft ft-# Surcharge Over Toe = 220.5 Ibs 1.75 ft 386.9 ft-# Stem Weight = 1,263.5 Ibs 4.00 ft 5,054.0 ft-# Soli Over Heel = 1,567.5 Ibs 5.25 ft 8,229.4 ft-# Fooling Weight = 1,350.0 Ibs 3.00 ft 4,050.8 ft-* Total Vertical Force = 4,676.5 Ibs Base Moment = 12,350.4 ft-# Soli Pressure Resulting Moment" 1,679.ft-# DESIGNER NOTES: 3^ Solkl Groul Special Insp 12." MasQnry.w/-*6-@^ L Lateral Restraint i i 1392. # 12." Masonry w/ttB-^f" 12." Masonry w/#6 @S. Sliding Restraint 4241.8# #0@18.ln @ Heel 5f Lateral Restraint 1392. # Sliding Restraint 4241.8# DL= 275., LL= 0.#, Ecc= 2.ln 4241.8# 499.56psf 1059.3psf Use menu item Settings > Printing 8i Title Block to set these five lines of Information for your program. Title • WALL 2 CANT RET WALL RIGHT OF POR Page: ^5' Job if : D064-OAI Dsgnr: Date: 11 DEC 2013 Descr: WALL 2 - CANT RET WALL AT RIGHT OF PORCH WITH NO SLAB TO RESIST SLIDING This Wall In File: e:\tiles\d064\retalning walls.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 License : KW-06063839 License To : ESI/FME, INC. Cantilevered Retaining Wall Design ^ode: CBC 20io,ACi 3i8-08,ACi 530-O8 Criteria I [Soil Data Retained Height Wall height above soil Siope Behind Wall Height of Soil over Toe Water heighl over heel 4.00 ft 0.00 ft 0.00:1 0.00 in O.Oft Allow Soli Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 38.0 psf/ft Passive Pressure = 407.0 psf/ft Soil Density, Heei = 110.00 pcf Soil Density, Toe s 110.00 pcf FootingllSoil Friction 0.360 Soil height to Ignore for passive pressure = 0.00 In Surcharge Loads Surcharge Over Heel = 105.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I I^LateraUjoa^ppli^^ [ Adjacent Footing Load Axial Load Applied to Stem Ax\a\ Dead Load = 778.0 Ibs /\xlal Live Load = 830.0 Ibs Axial Load Eccentricity = 0.0 in DeslgnSinmi^^ Lateral Load = 0.0 m ...Height lo Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 1 I Stem Construction | Top stem Jl Tii""«""iiii"^"iiiiii"i™iJI Stem Ot Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2.46 OK 1.62 OK 3,096 Ibs 3.81 In 1,688 psf OK 376 psf OK 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2.206 psf 492 psf 11.3 psl OK 1.0 psl OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 774.3 Ibs less 100% Passive Force = - 457.9 ibs less 100% Friction Force = - 793.0 ibs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACi 1.200 1.600 1.600 1,600 1,000 Adjacent Footing Load Fooling Width Eccentricity Wall to Ftg CL DIsl Fooling Type Base Above/Below Soli at Back of Wail Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 In 0.00 ft Line Load O.Oft 0.300 Design Height Above Ftg Wall Malerial Above "Ht" Thickness = Rebar Size Rebar Spacing ^ Rebar Placed at = Design Data ft)/FB + fa/Fa Totai Force @ Section Ibs = Moment....Actual ft-# = Moment Allowable = Shear Actual psl - Shear Allowable psl = Wall Weight Rebar Depth'd' ln = LAP SPLICE IF ABOVE In = LAP SPLICE IF BELOW ln = HOOK EMBED INTO FTG In = Masonry Data fm psl = Fs psl = Solld Grouting = Use Half Stresses = Modular Ratio 'n' = Short Tenn Factor = Equiv, Solid Thick, ln = Masonry Block Type = Masonry Design Method = Concrete Data — f c psl = Fy psi = Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.648 449.1 695.5 1,431.8 7.1 38.7 84.0 6.25 24.00 8.40 1,500 24,000 Yes n/a 21.48 1.000 7.60 Normal Weight ASD Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title : WALL 2 CANT RET WALL RIGHT OF POR Page: Job# : D064-OAI Dsgnr: Dale: 11 DEC 2013 Descr: WALL 2 - CANT RET WALL AT RIGHT OF PORCH WITH NO SLAB TO RESIST SLIDING This Wall In File: e;\file8\d064\fetalning walls.rpS RetainPro 10 (c) 1987-2012, Build 10.13.8.31 Ucense: KW-06063839 License To : ESI/FME, INC. Cantilevered Retaining Wall Design :ode: cec 20io,ACi 318-08,ACI 530-08 FootingWmers^ LjSi22iill2™22i2«2«™^^Jl Toe Width Heei Width Total Footing Width = Fooling Thickness = Key Width Key Deplh Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 1.25 ft 1.75 3.00 18.00 In 0.00 In 0.00 In 0.00 ft 40,000 psl 150.00 pcf 0.0018 ! Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Toe 2,206 30 4 26 11.34 75.00 None Spec'd None Spec'd #5@ 18.00 In Heel 492 psf 7ft-# 13 ft-# 6ft-# 0.96 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Aclive Pressure Surcharge over Heel ' Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Totai 574.8 199.5 1.83 2.75 1,053.7 548.6 774.3 O.T.M. 1,602.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure " 2.46 3,095.7 Ibs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heei = Adjacent Footing Load = Axial Dead Load on Stem " ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Slem Welght(s) Earth @ Stem Transitions" Footing Welghl = Key Weight Vert. Component = Total! RESISTING Force Distance Moment Ibs ft ftn» 476.7 778.0 830.0 336.0 675.0 2.46 1.58 1.58 1.58 1.50 2,265.7 lbs R,M.' 1,171.8 1,231,8 1,314.2 532.0 1,012.6 3,948.1 * Axial live load NOT Included in totai displayed, or used for overturning resislance, but Is Included for soil pressure calculation. DESIGNER NOTES: ?7 8.ln Mas w/ #4 @ 16.ln o/c SollolSrout Special Insp Designer seiecl ali horiz. reinf See Appendix A 1'-3" 1'-9" ^ ^ 3'-0" • 4'-0" 4'-0" 1'-6" 3^ Pp= 457.88* lOS.psf D^^^H=830.#. Ecc=0.ln 774.25# 376.2psf 1687.6psf Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Job# WALL 3-WALL RIGHT OF BEDROOM 2 Paae^ 3^ D064 - OAI Dsgnr; Date: 11 DEC 2013 Descr: WALL 3 - CANT RET CONDITION AT RIGHT OF BEDROOM 2 WITH SLAB PRESENT TO RESIST SLIDING This Wall In Fiie: e:\file8\d084\retalning walls.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 ucense: KW-06063839 License To : ESI/FME, INC. Cantilevered Retaining Wall Design :ode: CBC 20io,ACi 3i8-08,ACi 530-O8 Criteria Retained Height = 4.50 ft Wall heighl above soil = 0.75 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 0.00 In Waler height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = o.O psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 105.0 psf NOT Used for SIkling & Overturning [Axial Load Appiied to Stem || Axial Dead Load = 269.0 Ibs Axial Live Load = 380.0 Ibs Ma\ Load Ecceniricity = 4.0 in Design Summary | Wail Stability Ratios Overturning = 1,69 Slab Resists All Sliding ! OK Total Bearing Load ...resultant ecc. 2,288 Ibs 8.47 in I [Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Melhod Heel Active Pressure 59.0 psf/ft Passive Pressure 154.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.350 Soil height to Ignore for passive pressure = 12.00 in \ [Latera^^^^ppiie^toSte^^^ Soil Pressure @ Toe = 1,179 psf OK Soil Pressure @ Heel = 0 psf OK Aliowable = 2,000 psf Soil Pressure Less Than Allowable ACi Factored @ Toe = 1,493 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.3 psl OK Footing Shear @ Heel = 2.5 psl OK Allowable " 75.0 psl Sliding Cal6s Slab Resists All Sliding ! Lateral Sliding Force = 1,581.3 Ibs Lateral Load " 0.0 #/ft ...Height to Top = 0,00 ft ...Height to Boltom = 0.00 ft The above iaterai ioad has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load ASJaoenffootlngToac^^^" Footing Width Eccentricity = Waii to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Rallo = TSSSiribT 3.00 ft 6.00 in 8.00 ft Line Load -0.5 ft 0.300 StemjConstru^^ Design Height Above Ftg ft = Wall Material Above "Ht" Thickness " Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fblFB + fa/Fa Tolal Force @ Seclion ibs = Moment....Actual ft-# = Moment Allowable = Shear Actual psl" Shear Allowable psl" Wall Welghl Rebar Depth 'd' ln = LAP SPLICE IF ABOVE In " LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG In = Top Stem Slem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.885 747.4 1,214.2 1,431.8 11.9 38.7 84.0 5.26 36.00 8.40 Masonry Data Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010,ACI 1.200 1.600 1.600 1.600 1.000 fm psl= 1,500 Fs psi = 24,000 Solid Grouting Yos Use Half Stresses = n/a Modular Rallo 'n' 21.48 Short Term Factor 1.000 Equiv. Soiid Thick. in= 7.60 Masonry Block Type = Nonnal Weight Masonry Design Method " ASD Concrete Data fc Fy psl = Use menu Item Settings > Printing Si Title Block to set these five lines of Information for your program. Page: ^0 11 DEC 2013 Title WALL 3 - WALL RIGHT OF BEDROOM 2 Job# : D064-OAI Dsgnn Dale: Descr: WALL 3 - CANT RET CONDITION AT RIGHT OF BEDROOM 2 WITH SLAB PRESENT TO RESIST SLIDING This Wall in File: e:\files\d064\retalnlng walls.rpS RetalnPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06063839 License To: ESI/FME, INC. Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 318-08,ACI 530-08 Footing Dimensions & Strengths \ | Footing Design Results \ Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Deplh = Key Dislance from Toe = fc = 2,500 psi Fy Footing Concrete Density = MIn. As % Cover @ Top 2.00 i 2.75 ft 1.25 4.00 18.00 In 0.00 in 0.00 in 0.00 ft 40,000 psi 150.00 pcf 0.0018 1 Blm.= 3.00 in Toe Heei Factored Pressure 1,493 0 psf Mu': Upward 20 0 ft-* Mu': Dovmward 6 16 ft-* Mu: Design 14 16 ft-* Actual 1-Way Shear 8.32 2,55 psl Allow 1-Way Shear 75,00 76,00 psl Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = #S@ 18.00 In other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: No key defined ^ummar^^Ove^^ Item Force Ibs ..OVERTURNING.. Distance ft Moment ft-* Heel Acth/e Pressure Surcharge over Heel Surcharge Over Toe Adjacent Fooling Load Added Lateral Load Load @ Stem Above Soil • 1,167.8 413.5 2.10 1.24 2,449.1 514.6 Totai 1,581.3 O.T.M, 2,963.6 1.69 2,288.1 lbs Vertical component of active pressure NOT used for soii pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heei = Adjacent Footing Load " Axial Dead Load on Slem = * Axial Live Load on Stem = Soli Over Toe = Surcharge Over Toe = Stem WelghKs) Earth @ Slem Transitions" Fooling Welghl = Key Welghl = Vert. Component = Total' Force lbs ..RESISTING Distance ft 288.8 9.4 269.0 380,0 441,0 900.0 3.71 3.81 2.75 2.75 3.08 2.00 1,908.1 ibs R,M.« Moment ft-* 1,070.8 35.6 739.8 1,045.0 1,359.8 1,800.0 5,005.9 * /Vxial live load NOT included in totai displayed, or used for overtuming resistance, bul is Included for soli pressure calculation. DESIGNER NOTES: 41 8.ln Mas w/ *4 @ 16.ln o/c SolloGrout Special Insp Sliding Restraint Designer seiecl all horiz. reinf See Appendix A 2'-9" 1'-3" 4'-0" Sliding Restraint DL" 269., LL" 380.#, Ecc= 4,in 2. 1581,3* Adj Ftg Load = ; Ecc." 6.1n fror 1178.9psf if adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Title : WALL 4 - REAR OF CRAWL SPACE Page: 4^ Job* : D064-OAI Dsgnr: Dale: 11 DEC2013 Descr: WALL 4 - CANT RET CONDITION AT REAR OF CRAWL SPACE WITH 6" THICK SLAB PRESENT TO RESIST This Wall In File: e:\fllB8\d064\retalnlng walls.rpS RetainPro 10 (c) 1987-2012, Build 10.13.8.31 License: KW-06063839 License To; ESI/FME, INC. Cantilevered Retaining Wall Design )ode: cec 20io,Aci 318-08,ACI 530-08 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 6.00 ft 1.50 ft 0.00 :1 0.00 In O.Oft Surcharge Loads Surcharge Over Heel = 105.0 psf NOT Used To Resist Sliding & Overturning Surchai^e Over Toe = 105.0 psf NOT Used for Sliding & Overturning ^Bjcla^oa^pglledto^ten^^^ /^lal Dead Load = 662.0 ibs Axial Live Load = 493.0 Ibs Axial Load Eccentricity = 0.0 In [Desigr^ummarj^^ Wall Stabliity Ratios Overturning = 1.95 oK Slab Resists All Sliding I Tolal Bearing Load = ...resultant ecc. " Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Faclored @ Toe = ACi Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Caics Slab Resists All Lateral Sliding Force = Soli Data | Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 38.0 psf/ft Passive Pressure 407.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction 0.350 Soil height to Ignore for passive pressure 0.00 in I I Lateral Load Applied to Stem | | Adjacent Footing Load 3,070 ibs 4.30 in 1,180 psf OK 355 psf OK 2,000 psf Allowable 1,492 psf 449 psf 11.0 psi OK 2.2 psl OK 75.0 psl Sliding I 1,340.8 Ibs Lateral Load = 0.0*/ft ...Height lo Top " 0.00 ft ...Height to Bottom = 0.00 ft The above lateral ioad has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wail lo Ftg CL Dist Footing Type Base Above/Below Soli at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load O.Oft 0.300 Stem Construction | _ Design Height Above Ftg ft = Wall Material Above "Ht" " Thickness = Rebar Size = Rebar Spacing = Rebar Placed al " Design Data ft)/FB * fa/Fa Total Force @ Seclion Ibs = MomenL...Actual ft-# = Momeni Aliowable = Shear.....Acluai psl" Shear Allowable psl = Wall Welghl Rebar Depth'd' ln = LAP SPLICE IF ABOVE In = LAP SPLICE IF BELOW ln = HOOK EMBED INTO FTG In = Top Slem Stem OK 0.00 Masonry 8.00 * 5 8.00 Edge 0.863 901.6 2,020.9 2,495.7 14.3 38.7 84.0 5.25 45.00 10.60 Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010,ACI 1.200 1.600 1.600 1.600 1.000 Masonry Data fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Biock Type Masonry Design Method Concrete Data — fc psl Fy psl psl = psi = in = 1,500 24,000 Yes n/a 21.48 1.000 7.60 = Normal Weight = ASD Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. a: H Title : WALL 4-REAR OF CRAWL SPACE Page: Job* :D064-OAI Dsgnr: Date: 11 DEC 2013 Descr: WALL 4 - CANT RET CONDITION AT REAR OF CRAWL SPACE WiTH 5" THICK SLAB PRESENT TO RESIST This Wall In File: e:\files\d064\retalnlng walls.rpS RetainPro 10 (c) 1987-2012, Buiid 10.13.8.31 License: KW-06063839 License To : ESI/FME. INC. Cantilevered Retaining Wall Design :ode: CBC 20io,ACi 3i8-08,ACi 530-08 Footing Dimensions & Strengths j | Footing Design Results ^ Toe Width Heel Width = Total Footing Width = Fooling Thickness = Key Widlh Key Depth = Key Dislance from Toe = fc = 2,500 psl Fy Footing Concrete Density = MIn. As % Cover® Top 2.00 ( 2.75 ft 1.25 4.00 18.00 In 0.00 In 0.00 In 0.00 ft 40,000 psl 150.00 pcf 0.0018 ! Bfm.= 3.00 in Toe Heel Factored Pressure = 1,492 449 psf Mu': Upward s; 21 6 ft-* Mu': Downward 6 17 ft-* Mu: Design = 14 lift-* Aclual 1-Way Shear = 10.99 2.21 psi Ailow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Heei Reinforcing None Spec'd Key Reinforcing = #5@ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: No key defined ^ummar^^fOve^^ Item OVERTURNING.. Force Distance Ibs. ft Moment ft-* RESISTING Force Distence ibs ft Moment ft-* Heel Active Pressure = 1,068.8 2.50 2,671.9 Soli Over Heel = 385.0 3.71 1,427.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = 272.0 3,75 1,020.2 Sloped Soli Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem " 662.0 3.08 2.041.2 Load @ Slem Above Soli = * Axial Live Load on Stem = Soii Over Toe = 493.0 3,08 1,520.1 Surcharge Over Toe = Stem Welght(s) = Earth @ Stem Transitions" Footing Welghl " 630.0 900.0 3.08 2.00 1,942.5 1,800.0 Total 1,340.8 O.T.M. 3,692.0 Surcharge Over Toe = Stem Welght(s) = Earth @ Stem Transitions" Footing Welghl " 630.0 900.0 3.08 2.00 1,942.5 1,800.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.96 3,070,0 Ibs Key Weight Vert. Component = Totel" 2,577.0 Ibs R.M." 7,211.4 */\xiai iive load NOT Inciuded In total displayed, or used for overtuming resislance, but Is included for soii pressure calculation. DESIGNER NOTES: 4^ Sliding Restraint S.in Mas w/ #5 @ 8.ln o/c Solid Grout Special Insp Designer selecl ail horiz, reinf See Appendix A 2'-9" r-3" M • 4'-0" 1'-6" 6'-0" 1'-6 7'-6" WA LL ^ DL= 662., LL" 493.*, Ecc= O.in Sliding Restraint 1340.8* 354,78psf 1180,2psf suncoflST Post Tensioti Foundation Calculations for: ZEPHYR PARTNERS OAK AVENUE CARLSBAD, CA Post Tension Foundation Desiqn Summary Cateqorv Ext. Beam int. Beam Slab Thicl<nes Category 1 EXPANSIVE 20" 16" 5.0" Allowable Bearing Capacity of: 1500 psf Soils Report By: AGS Soils Report Job #: 1308-06 Soils Report Date: February 28,2014 t 0 Suncoast Post-Tension Job # 14-5833 PTISlab 3.5 Geostructural Tool Kit, inc. Registered To : SuncoasI Post-Tension Serial Number; 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carlsbad, CA (Plan 3) 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 SUMMARY Slab Dimensions 40.00 FT X 53.50 FT x 5.00 Inches Material Properties Concrete Strength, Tendon Strength, Fpy : Tendon Diameter 2,500 PSI 270 KSI 1 12 Inch Material Quantities Concrete Volume : Prestressing Tendon : Number of End Anchorages 48.3 Cubic Yards 1,115 Linear Feet 46 In the LONG direction ,„ Quantity of Beams : Depth of Beams : Width of Beams : Tendons per Beam : Beam Tendon Centroid; Tvpe 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 : 13.33 FeetCC. Number of Slab Tendons Slab Tendon Spacing : Slab Tendon Centroid : 6.00 Feet O.C. 2.50 Inches from top of slab in the SHORT 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 3 16.0 Inches 12.0 Inches 1 3.25 Inches Beam Spacing : 13.38 Feet O.C. Number of Slab Tendons Slab Tendon Spacing ; Slab Tendon Centroid : 8.25 Feet O.C. 2.50 Inches from top of slab Page 1 of 8 K:UOBS\2014M4-5e33 (Oah Avenue)\CALCS\Plan 3.pli 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, CA (Plan 3) 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 COMPUANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE : ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 8 K;VJOBS^2014M4-5833 (Oai( Avenue)\CALCS\Plan 3.pti 7:53:35 PM PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Serial Number: 100-350-028 Project Title : Zephyr Partners • Project Engineer: IRW Geotechnical Report: AGS : 14-5833 March 27, 2014 1308-06 February 28, 2014 Oak Avenue in Carlsbad, CA (Plan 3) Project Number Project Date : Report Date : Report Number: RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearinq Analvsis 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 Summarv 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) 7 5 8.25 4.13 7.34 -3.21 248.6 290.5 63 74 7 4 6.00 4.29 6.83 -2.55 222.0 272.2 74 90 5.90 5.62 FT-K/FT FT-K/FT Tension in Top Fiber (KSI) Short Long Direction Direction Allowable Stress Actual Stress -0.300 -0.243 -0.300 -0.194 Compression in Bottom Fiber (KSI) Short Long Direction Direclion AllowableStress 1.125 1.125 Actual Stress 1.088 0.980 Stiffness Analvsis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Direction Long Direction Available Moment of Inertia (Inch^) Required Moment of Inertia (Inch^) Required Moment of Inertia controlled by Shear Analvsis - Center Lift Mode Maximum Shear, Short Direction. Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 3 of 8 61,575 50,993 36,362 30,267 Width 6*Beta 1.75 K/FT 1.27 K/FT Short Long Direction Direction 135 138 90 60 K:'JOSSi20T4U 4-6833 (Oak Avenue|\CALCS\Plan 3.pll PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Serial Number: 100-350-028 Project Title : Zephyr Partners Project Engineer: IRW Oak Avenue in Cartsbad, CA (Plan 3) Project Number: 14-5833 Project Date : March 27, 2014 Report Date: 1308-06 Report Number: February 28, 2014 RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Geotechnical Report : AGS Cracited Section Analvsis - Center Lift Mode 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 Short Direction Long Direction 219.5 221.4 157.8 112.4 3.53 FT-K/FT 3.08 FT-K/FT Compression in Top Fiber (KSI) Allowable Stress -0.300 -0.300 Actual Stress -0.213 -0.115 Stiffness Analvsis - 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 Analvsis - Edqe Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Allowable Stress Actual Stress Short Long Direction Direction 1.125 1.125 0.163 0.156 Short Long Direction Direction 61,575 50,993 43,529 33,156 Width 6*Beta 1.39 K/FT 1.43 K/FT Short Long Direction Direction 135 138 72 68 Short Long Direction Direction 156.0 127.5 94.5 61.6 Page 4 of 8 K:VJOBS\2014\14-5833 (Oal< Avenue)\CALCS\Plan 3,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 Cartsbad, CA (Plan 3) 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^): 3,952 3,008 Moment of Inertia (Inch^) : 61,575 50,993 Section Modulus, Top (Inch^): 14,909 11,898 Section Modulus, Bottom (Inch^): 4,652 3,810 Center of Gravity of Concrete - from top (Inch) : 4.13 4.29 Center of Gravity of Prestressing Tendons - from top (Inch) : 7.34 6.83 Eccentricity of Prestress (Inch): -3.21 -2.55 Beta Distance (Feet) : 8.17 7.79 Equivalent Beam Depth (Inches): 17.37 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;\JOBS\2014\14-5833 (Oak Avenue)\CALCS\Plan 3.pti 7:53:35 PM Registered To : Suncoast Post-Tension PTISlab 3.5 Geostructural Tool Kit, Inc. Serial Nunnber: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Carlsbad, CA (Plan 3) 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 Material Properties Concrete Strength, f'g : Concrete Creep Modulus, Concrete Unit Weight: Tendon Strength, Fpy : 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 40.00 FT X 53.50 FT x 5.00 Inches Short Direction 60.00 PSI Long Direction 70.00 PSI Short Direction Long Direction Type 1 Type II Type 1 Type II Quantity : 2 3 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:VIOBS\2014\14-5833 (Oak Avenue)\CALCS\Plan 3.pti 7:53:35 PM PTISlab 3.5 Geostructural Tool Kit, Inc. Registered To : Suncoast Post-Tension Build 011313 Serial Number: 100-350-028 Project Title : Zephyr Partners - Oak Avenue in Cartsbad, CA (Plan 3) Project Engineer: IRW Project Number: 14-5833 Project Date: Geotechnical Report : AGS Report Date : March 27, 2014 1308-06 Report Number: February 28, 2014 SUMMARY OF INPUT DATA - Continued Soil Properties Allowable Beanng Pressure : Edge Moisture Variation Distance, Om 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:^OBS^014\14-5833 (Oak Avenue)\CALCS\Plan 3.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 3) 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 foiiowing 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:VIOBS\2014\14-5833(OakAvenue)\CALCS\Plan3.pti ' 7:53:35 PM AGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples StreeL Suite 150 San Diego, Califomia 92121 Telephone: (619) 708-1649 Fax: (714) 409-3287 Zephyr Partners 700 2"" St. Encinitas, Califomia 92024 April 3, 2014 PW 1308-06 Report No. 1308-06-B-7 Attention: Ms. Mandy Miller Subject: Geotechnical Foundation Plan Review Letter, Oak Avenue Project (Four Proposed Single-Family Residences), Oak Avenue, Carlsbad, California References: See Attached Gentleperson: In accordance with your requesL Advanced Geotechnical Solutions, Inc.'s (AGS) has reviewed the Foundation Plans for the Oak Avenue ProjecL prepared by Suncoast Post-Tension Ltd., dated April 1, 2014. Specifically, AGS has reviewed sheets PTD, PT-I, PT-2, PT-3, and PT-4 for conformance to the recommendations presented in the Supplemental 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. Respectfully Submitted, Advanced Geotechnical Solutions, Inc. Distribution: (3) Addressee Attachments: References CtT ORANGE AND L.A. COUNTIES (714) 786-5661 INLAND EMPIRE (619) 708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 PAV 1308-06 April 3, 2014 Report No. 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 (Report No. 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, Califomia (Report No. 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 Foimdation Design and Revised Seismic Design Recommendations, Four Proposed Single-Family Residences, Oak Avenue, Carlsbad, California (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, California (Report No. 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, Califomia 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 SOLUTIONS, INC. AGS 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 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 Fonr Single-Family Residences on Oak Avenue, Carlsbad, 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 Oaie Avenue, Carlsbad, California. The puqx>se of this study is to provide Zephyr Partners with geotechnical infonnation tbat will he 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 wili he to support 4 single-family residential units and associated improvements. The subject site currently supports an existing single family residence on the 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 tenninus 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 msi in the west to 155 msl in the east. It is our understanding that once the existing stmcture is demolished the site wiil be developed into four terraced, singie family residential lots widi 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 tliis time the project is designed for cuts and fills ranging from 10 to 15 feet. AGS is currently conducting a geologic and geotechnical study of the projecL Once completed a detailed geotechnical investigation will be prepared presenting the results of our site-specific subsurface investigation and recommendations for the deveiopment 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 information from regional mapping. • Observations of the site. • Discussion of site geologic conditions, including a seismic hazards evaluati'on. • Discussion of preliminary remedial grading preliminaiy 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 September 16,2013 P/W 1308-06 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; the expansion potential of the onsite soils; and the dissimilar bearing characteristics caused by the design cut/fiU 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 feet) of topsoil/undocumented flli/residual soil overiying Old Paralic deposits (Q0P2.4). The existing undocumented fill, topsoil/residual soil wiii likely consist of poorly consolidated silty to sandy soils in a diy and loose state. Hie Old Paralic deposits (Qop») typically consist of mid Pleistocene marine and colluvial generated 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 weathered Old Paralic deposits (1 to 3 fert) will require removal in structurai fill areas. The nearest mapped landslide is approximately O.S mile east ofthe site. Owing to the relatively stable geologic units at the site, recent mapping l>y others, and lack of geomorphic expression, landsliding or other siope stability hazards are not anticipated to be a design issue at this site. The nearest active fauh is the Rose Canyon section of the Newp<xt-lnglewood-Rose Canyon Fault Zone and is approxunately 3.0 miles west of the site (Kennedy & Tan, 2007). Accordingly, sur&ce &u]t rupture is not regarded as a hazard at this site. Lique&ction susceptibility is extremely low, owmg to the cohesive and dense nature of the tenace deposits and expected lack of shallow groundwata' conditions. Other seismic hazards, such as seismically induced landsliding, rock fall and seiches are regarded as not significant. GEOTECHNICAL DISCUSSION Results of previously conducted subsurface exploration and laboratory testing 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 "Very Low" to ''Medium" in e^qunsion potential. Within the development, footprint removals and recompaction of the upper three (3) to five (5) feet of surface soils will likety 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 SOLUHONS, INC. Page 3 P/W 1308-06 September 16,2013 Report 1308-06-B-2 Cut and fill slopes constmcted at slope ratios of 2:1 are anticipated 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 family 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 structural 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-acFB parcel is suited for the proposed singie family residential use. There are no significant seismic hazards that will significantly impact development of the site. Ground shaking is possible from any of the nearby active faults and code vaiues should be utilized for structural design. Near surface soils are expected to be "Very Low to Medium" expansive. Conventional or post-tensioned slab-on-grade foundation systems should be used for the residmtial 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 deveiopment from a geologic/geotechnical perspective. Once our geotechnical study is completed a preliminary geotechnical report wiil 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. Respectfully Submitted, Advanced Geoteclmical Solutions, Inc. JEFFREY A. CHANEY, Vice President RCE 46544/GE2314 Distrilnition; (4) Addressee ADVANCED GEOTECHNiCAL SOLUTIGNS, INC. »AGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 9707 Waples StreeL 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 September 25,2013 P/W 1308-06 Report No. 1308-06-B-3 Attention: Subject: Gentlemen: Mr. Jim McMenamin Geotechnical Investigation and Foundation Design Recommendations for Four Proposed Single-Family Residences, Oak Avenue, Carlsbad, Califomia In acconlance with your requesL presented herem are the results of Advanced Geotechnical Solutions, Inc.'s (AGS) geotechnical investigation and foundation design recommendations for the fbur propoi single-family residences located on Oak Avenue, Carlsbad, California. The recommendations presented in the following report are based on a limited subsurface investigatioi performed by AGS and associated laboratory testing. It is AGS's opinion, from a geotechnical standpoini that the subject site is suitable for construction of the proposed residences provided the recommendationi presented in this report are incorporated into the design, planning and construction phases of siti development Included in this report are: I) engineering characteristics of the onsite soils; 2) unsuitabl 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. Respectfully Submitted, Advanced Geotechnical Solutions, In^ PAUL J. DERISI, Vice President CEG 2536, Reg. Exp. 5-31-15 Disuibution: Attachments: (5) Addressee Figure 1 - Site Location Map Figure 2 - Geologic Map and Site Exploration Plan; Appendix A - Test Pit Logs Appendix B - LatMtatoty Data; Appendix C - Slopc Stability Analysts; Appendix D - General Earthwork Specifications & Grading Guidelines; Appendix E - Homeowner Maintenance Recommendations 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, OAK AVENUE, CARLSBAD, CALIFORNIA September 25,2013 Page 1 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; S) 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, noaps, 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 limited seismicity analysis. > Conducting a slope stability analysis (Appendix C). > Detennine design parameters of onsite soils as a foundation medium including bearing and friction values for foundation soils. > Determine tbe site-specific seismic design parameters for use in the structural design. > Preparation of a geotechnical foundation mvestigation report with exhibits summarizing oiu* 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 difTerent characteristics than those observed. No rq>resentations arc mads as to the quality or extent of mat^als not observed. Any evaluation regarding the presence or absence of hazardous matedal 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 of the easterly tenninus of Oak Avenue, Carlsbad, California (see Figure 1). The site currently supports an exisUng 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 thc 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 msi in the west to 155 msl in the east. ADVANCED GEOTECHNICAL SOLUTIONS, INC. N SITE LOCATION MAP OAK AVENUE RESIDENTIAL DEVELOPMENT 1811 OAK AVENUE CARLSBAD, CALIFORNIA PAV 1308-06 FIGURE 1 SOLTRCE MAP - TOPOGRAPHJC MAP OF THE SAN LUIS REY 7.S MINUTE QUADRANGLE, SAN DIEGO COUNTY, CAUFORNIA ®)AGS ADVANCED 6E0TECHNICAL SOLUTIONS, INC. 9707 Wiplea Street, Suite ISO Sin Dlego, Caliromia 92123 Telephone: (619) 708-1649 Fax:(714)409-3287 September 25,2013 Page 2 P/W 1308-06 Report No. 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 support the proposed single-family residences and associated improvements. The pads are currently designed with cuts and fills up to 9 feet and step down in an easterly direction. The proposed residential stmctures will be one- to two-stories, wood-framed, and supported by conventional sliallow slab-on-grade foundation systems. The stmctures will be surroimded 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 5.1. Field Investigation AGS conducted a subsurface investigation on Sqjtember 17, 2013 to evaluate the onsite soil and bedrock conditions. Six (6) exploratory test pits were excavated witb a bacldioe, logged and sampled by our representative to maximum depth of sixteen and a half (16.5) fe^ below existing grade. Representative bulk soil samples were collected fiom the test pits fcH* laboratory 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. Geoloav ai|d Geoipprp|M<? j^etttffg The subject site is situated within the Peninsular Ranges Geomorphic Province. The Peninsular Ranges province occupies the southwestem portion of Califomia and extends southward to the southem tip of Baja Califomia. In general the province consists of yotmg, steeply sloped, northwest trending mountain ranges underlain by metamorphosed Late Jurassic to Early Cretaceous-aged extrusive volcanic rock and Cretaceous-aged igneous plutonic rock of the Peninsular Ranges Batholith. Tlie westemmost portion of the province is predominantly underlain by younger marine and non-marine sedimentary rocks. The Peninsular Ranges' dominant stiuctural feature is northwest-southeast trending crustal blocks bounded 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 ofthese materials are provided in the test pit logs included in Appendix A. Based on our site reconnaissance, subsuriiace 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 Formation was encoimtered beneath the Old Paralic Deposits at the east side of the site where test pits were excavated deeper in the drainage area. Four (4) to eiglht and one half (S.S) feet of undocumented fill and alluvium overlie the Old Paralic Deposits at this side of the site. ADVANCED GEOTECHNICAL SOLUTIONS, INC. 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 portion 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 encountered, these materials generally consisted of reddish brown to dark brown, dry to moist loose to moderately dense, fine- to medium-grained sihy sand. 62.1. Alluvimn Alluvium was encountered in the drainage area along the eastem portion of the site. The alluvium was observed to overiay Old Paralic Deposits and is approximately 2 to 4.S feet thick. As encountered, the alluvium generally consisted of dark brown, slightly moist to moist loose to moderately dense, silty sand. 6.2 J. 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 medium 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 ofthe 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 obs«ved at the contact between the Old Paralic Deposits and tbe 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 runoff, 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 6.43. Subsidence/Ground Fissuring Due to the presence of the dense underlying materials, the potential for subsidence and ground fissuring due to settiement is unlikely. 6.5. .SM.«niig Hazards The site is located in the tectonically active Southan Califomia area, and wiil therefore likely experience shaking effects from earthquakes. The type and severity of seismic hazards affecting the site are to a large degree dependent upon the distance to the causative fault the intensity of the seismic event and the underlying soil characteristics. The seismic hazard may be primary, such as surface mpture 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 liquefactioiu The purpose of this analysis is to identify potential seismic hazards and propose mitigations, if necessaiy, 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 mapped 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 approximately 3 miles west of the subject site. Accordingly, the potential for fault surface mpture on the subject site is low. This conclusion is based on literature review and aerial photographic analysis. 6.5J. Seisnudty 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-Inglewood-Rosc Canyon fault zone. The potential exists for strong ground motion that may affect fiiture improvements. At this point in time, non-critical structures (commercial, residential, and industrial) are usually designed according to tiie California Building Code (2010) and tiiat of tiie contix>lling local agency. However, liquefaction/seismic slope stability analyses, critical stmctures, water tanks and unusual structural designs will likely require site specific ground motion input. 6.53. Liquefaction Due to the dense nature of tiie 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-B-3 6.5.5. Seismically Induced Landsliding Evidence of landsliding at the site was not observed diuing 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 thc various soil types and the analytic methods used in this report 7.1. Material Properties 7.1.1. Excavation Characteristics Based on our previous experience with similar projects near the subject site and tbe mformation gathered in preparing this report, it is our opinion that the undocumented fill and alluvial soils are readily excavatable with conventional grading equipmeni. However, it should be anticipated tiiat well cemented zones could be encountered within the Old Paralic Deposits that may be difRcult to excavate. Specialized grading equipment (lai^ge excavators and/or buU dozers) may be necessary to efficientiy excavate portions of the paralic deposits. Cuts within the Santiago Formation are not anticipated. 7.1.2. Compressibility The near surface undocumented fill and alluvial soils arc considered to be moderately compressible in their present condition. Compressibility of the paralic deposits is not a geotechnical design concem for the proposed structures. 7.13. Collapse Potential/Hydro-Consolidation Given the relatively thin veneer of undocumented fill and alluvial soils on top of the dense formational 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 1, which corresponds to a "Very Low" expansion potential. Although unlikely, cuts encountering the Santiago Foimation could encounter clay rich bedrock which could be exhibit "High" expansion potential. 7.1.5. Shear Strengtii 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 of the onsite soils shear strengths for compacted fill soils and Old Paralic Deposits. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 6 PAV 1308-06 Report No. 1308-06-B-3 TABLEI SHEAR STRENGTHS Material Cohesion (psf) Friction Angle (degrees) Coinpacted 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" sul&te concentrations whoi classified in accordance with 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 will 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 percent when used to make compacted fill. 7.1.8. Pavement Support Characteristics It is anticipated that the onsite soils will have good to modoate support characteristics. Depending upon the final distribution of site soils, pavement support characteristics could vary. If structural pavements are to be constmcted (concrete or asphaltic concrete), an "R"-value of 30 can be utilized for the preliminary design of pavements. Final design should be based upon representative sampling of tbe as-graded soils, 7.2. Slope Stabilitv One slope stability analysis 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 maximum 2:1 (H:V) cut/fill slope on the project as designed is on the order of 13 feet. Slope stability analyses were perfoimed using the Modified Bishop Method for circular failure surfaces. Stability calculations were corapiled using STEDwin in coi^unction witb GSTABL7 coinputer 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 Report No. 1308-06-B-3 8.0 CONCLUSIONS AND RECOMMENDATIONS Construction of the proposed residential structures and associated improvements is considered feasible, from a geotechnical standpoint provided that the conclusions and recommendations presented herein are incorporated into the design and construction ofthe project. Presented below are specific issues identified by this study as possibly affecting site development. Recommendations to mitigate these issues are presented in the text ofthis report. 8.1. Grading Bccnn^n^endations 8.1.1. Unsuitable Soil Removals In areas to receive settiement sensitive stractures, all undocum«ited fiU, alluvium, topsoil/residual soiL and highly weathered fonnational 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 stractiires. Localized areas along the easterly boundaiy in the active drainage will likely require deqier removals on the order of 9 to 10 feet. Minimally the removals should extend a lateral distance of at least S feet beyond the limits of settlement sensitive stractures or fill embankments. If deeper removals are poformed, tiie removals should extend a lateral distance equal to the depth of removal beyond the improvement limits (where possible). Removal bottoms should expose competent fonnational materials in a firm and unyielding condition. The resulting removal bottoms 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 compacted 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 representative in acconlance with the recommendations contained herein, the current grading ordinance of the City of Carlsbad. 8.1.2. Earthwork Considerations 8.1.2.1. Compaction Standards FiU and processed natural ground shall be compacted to a minimum relative compaction of 90 peroent as detennined by ASTM Test Metiiod: D 1557. Conqiaction shall be achieved at or slightly above the optimum moisture content and as generally discussed in the attached Earthwork 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 the standards set forth in this report. 8.1.2.3. FiU Placement Fill should be placed in thin lifts (eight-inch bulk), raoisture conditioned to at or slightly above the optimum moisture content, uniformly mixed, and compacted by the use of ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 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 FiU Slope Construction Fill slopes shall be overfilled to an extent determined by the contractor, but not less than two (2) feet measured peipendicular to the slope face, so that when trimmed back to the compacted core, the required compaction is achieved. Compaction of each fill lift should extend out to die temporary slope face. Backrolling 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: > Contraction of each fill lift shall extmd to the face ofthe slopes. > Backrolling during mass grading shall be undertaken at intervals not exceeding four (4) feet in hei^t. Backrolling at more fivquent intervals may be required. > Care should be taken to avoid spillage of loose materials down tiie face of the slopes during grading. > At conqjletion of mass filling, the slope surface shall be watered, shaped and compacted first with a sheepsfoot roller, thai with a grid roller operated from a side boom Cat or equivalent, such that compaction to project standards is achieved to the slope face. Propa seeding and planting of the slopes should follow as soon as practical, to inhibit erosion and deterioration of the slope surfaces. Proper moisture control will enhance the long-term stability of the finished slope surface. 8.13. Cut/FiU Transition Lots Where design grades and/or remedial grading activities create a cut/fill transition, the cut and shallow fiil portions of the building pad shall be overexcavated a minimum depth of three fe^ or 18 inches bdow the bottom of the proposed footings (whichever is deeper) and replaced with compacted fill. Tbese remedial grading measures are recommended in order to minimize the potential for differential settiement between cut and fill areas. The undercut should be graded such that a gradient of at least one percent is maintained toward deq>er fill areas or the front of die lot 8.2. Design Recommendations It is our understanding that the proposed foundations will consist of slab-on-grade foundation systems supporting the proposed one- to two-stoiy wood-frame residratial sbuctures. It is our further understanding that the foundation system will be conventionally reinforced with steel reinforcing bars. Design reconunendations 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 P/W 1308-06 Report No. 1308-06-B-3 perspective these proposed improvements are feasible provided that the following recommendations are incorporated into the design and constmction. 8.2.1. Foundation Design Criteria The single-family residential structures can be supported on conventional shallow foundations and slab-on-grade systems. The expansion potential of the underlying soils is anticipated to be "Very Low" to T/Ow". The following values may be used in the foundation design. Allowable Bearing: 2000 Ibs./sq.fi. Lateral Bearing: 250 lbs./sq.fi. at a deptii of 12 inches plus 125 lbs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs./sq.fi. SUding Coefficient: 0.35 Settlement: Total = 3/4 inch Differential: 3/8 inch in 20 feet The above values may be increased as allowed by Code to resist transient loads such as wind or seismic. Building Code and stractural design considerations may govem. Depth and reinforcement requirements should be evaluated by the Stractural 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 with CBC, 2010, Table 1613.5.3 (1). The lots are located at Latitude 33.166847* N and Longitude 117.332764* W. Utilizing this information, the con^uto- program USGS Earthquake Ground Motion Parameters Version 5.1.0 and ASCE 7 criterion, the following (see table 2) seismic design category for 0.20 seconds (Ss) and 1.0 second (S|) period response accelerations can be deteimined (CBC, 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 Report No. 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 8.2.3. Foundation Design 8.2.3.1. Conventional Foundations Based upon the onsite soil conditions and infonnation supplied by the 2010 CBC, conventional foundation systems should be designed in accordance with Section 8.2.1 and the following recommendations. > 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 ac^acent grade. Footing reinforcement should minimally consist of four No. 4 reinforcing bars, two top and two botiom or two No. S reinforcing bars, one top and one bottom. > Two-story - Interior and exterior footings should be a ininimum of IS 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 bottom 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 reinforcing bars spaced IS inches on center each way. The slab reinforcement and expansion joint spacing should be designed by the Stractural Engineer. > Embedment - If exterior footings adjacent to drainage swales are to exist within five feet horizontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be embedded such that a least seven feet are provided horizontally from edge of the footing to the face of thc slope. > Garage - A grade beam reinforced continuously with the garage footings shall be constmcted across the garage enfrance, tying together the ends of the perimeter footings ADVANCED GEOTECHNICAL SOLUOONS, INC. September 25,2013 Page 11 P/W 1308-06 Report No. 1308-06-B-3 and between individual spread footings. This grade beam should be embedded at the same depth as the adjacent perimeter footings. A thickened slab, separated by a cold joint fixim 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 stracture. Slab thickness, reinforcement and under-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 shouid at least 24 inches wide. A grade beam should also be constracted for interior and exterior spread footings and should be tied into the stracture in two orthogonal directions footing dimensions and reinforcement should be similar to the aforementioned continuous footing recommendations. Final depth, width and reinforcement should be ddermined by the stractural 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 permeance to effectively prevoot the migration of water and reduce the transmission of water vapor to acceptable levels. HistoricaUy; a 10-mil plastic membrane, such as Visqueen, placed between one to four inches of clean sand, has heea used for this purpose. More recently Stego"* Wrap or similar underlayments have been used to lowo: 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 fransmission rates to accqjtable levels. 8.2.5. Deepened Footings and Structural Setbacks It is generaUy recognized that inqnovements constracted in proxinuty to natural slopes or properiy constracted, manufactured slopes can, over a penod 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 that structures be set back or footings deepened, where subject to the infiuence of these natural processes. For the subject site, where foundations for residential stractures are to exist in proximity to slop«, the footings should be embedded to satisfy the requirements presented in Figure 3. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 PAV 1308-06 Page 12 Report No. 1308-06-B-3 FIGURE 3 TOPOF SLOPE FACE OF STRUCTtJRE FACE OF FOOTING H/a BUT NEED NOT EXCEED 40 FT. MAX. MO^BUT NEED NOT EXCEED 15 FT. MAX. 8JL6. Concrete Design Our previous experience in the general area and our rec»it testing indicates onsite soils exhibit a "negligible" sulfate exposure when classified in accordance with ACI 318-05 Table 4.3.1 (po* 2010 CBC). However, some fertilizers have been known to leach sulfates into soils othowise containing "negligible" sulfate concentrations and increase the sulfate concentrations to potentially detrimental levels. It is incumbent upon the owner to determine whether additional protective measures are wananted to mitigate the potential for increased sulfate concentrations to onsite soils as a result of the fiiture homeowner's actions. 8.2.7. Corrosion Resistivity tests performed indicate that the onsite soils are "mildly " corrosive to buried metaUic materials. It is our understanding that only the last ten fe^ of the domestic and fire waterlines wUl be metallio, with the remainder of these lines being non metalUc. Further, the proposed plumbing fw each stracture will not be located under slab but will be located in the waUs and roofs. Provided that all metallic piping is wrapped with a suitable conosion inhibiting material (foam, plastic sleeve, tape, or similar products) and that non-aggressive backfill (sand) soils are placed around all metalUc pipe, no other requirements are deemed necessary to address the "mildly" corrosive soUs found onsite. 8.2.8. Retaining WaUs The following earth pressures are recommended for the design of retaining waUs onsite: ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 13 PAV 1308-06 Report No. 1308-06-B-3 Static Case Level BackfiU Rankine Coefficients Equivalent Fluid Pressure (Dsf/Un.ft.) Coefficient of Active Pressure: K. = 031 38 Coefficient of Passive Pressure: Kp = 3.25 407 Coefficient of at Rest Pressure: Ko = 0.47 59 Rankine Equivalent Fluid 2: 1 Backiill Coefficients Pressure (psf/Un.ft.) Coefficient of Active Pressure: K. = 0.47 59 Coefficient of Passive Pressure: Descending Kp (-)= 1.23 154 Coefficient of At Rest Pressure: K. = 0.72 90 Seismic Case In addition to the above static pressures, unrestrained retaining walls should be designed to resist seismic loading, bi order to be considered unrestrained, retaining walls should be allowed to rotate a minimum of roughly 0.004 times the waU height. The seismic load can be modeled as a thrast load applied at a point 0.6H above die base of tiie wall, where H is equal to the height of the waU. This seismic load (in pounds per lineal foot of waU) is represented by the following equation: Pe = y, *y*H^*lq, Where: H = Height ofthe wall (feet) y = soil density = 125 pounds per cubic foot (pcf) kh = peak horizontal ground acceleration= 0.4 g WaUs should be designed to resist the combined effects of static pressures and the above seismic thrust load. The foundations for retaining walls of appurtenant stractures stracturaUy separated fkim the building stracture may bear on properly compacted fill. A bearing value of 2,000 psf may be used for design of retaining walls. Retaining wall footings should be designed to resist the lateral forces by passive soil resistance and/or base friction as recommended for foundation lateral resistance. To relieve the potential for hydrostatic pressure wall backfiU 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 waU 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 (Mirafi* 140N or equivalent). Proper drainage devices should be instaUed along tiie top of the wall backfill, which should be properiy sloped to prevent surface water ponding adjacent to the wall. In addition to the wall ADVANCED GEOTECHNICAL SOLUTIONS, INC. Septembw 25,2013 Page 14 PAV 1308-06 Report No. 1308-06-B-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 infiltration through the waU section to the interior waU face. The wall should be backfdled with granular soils placed in loose lifts no greater than 8-inches thick, at or near optimum moisture content, and mechanically compacted to a minimum 90 percent relative compaction as detennined by ASTM Test Method D15S7. Flooding or jetting of backfill materials generally do not result in the required degree and uniformity of compaction and, therefore, is not recommended. The soils engineer or his representative should observe tiie retaining wall footings, backdrain installation and be present during placement ofthe wall backfiU to confirm that the walls are properly backfiUed and compacted 83. UtiUtY Trench Excavation All utility trenches shoidd 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 consuhed on these issues during constraction. 8.4. uti^tYTreqc^Bl^c^f^^ MainUne and lateral utiUty trench backfiU should be compacted to at least 90 percent of maximum dry density as detamlned by ASTM D 1SS7. 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, lumbo^, concrete trucks or other constraction materials and equipment Drainage above excavations should be directed away from the banks. Care should be taken to avoid saturation of the soils. Compaction should be accompUshed by mechanical means. Jetting of native soils wiU not be acceptable. 8J. Exterior Slabs and Walkways 8.5.1. Subgrade Compaction The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be compacted to a minimum of 90 percent relative compaction as detennined by ASTM D 1557. S.SJ2. Subgrade Moisture The subgrade below extoior 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 fiatwork and driveways should be designed utilizing four-inch minimum thickness. ADVANCED GEOTECHNICAL SOLUTIONS, INC. Sqitember 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 to 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 constract a thickened edge (scoop footing) at the perimeter of slabs and walkways adjacent to landscape areas to minimize moisture variation below these innprovements. The thickened edge (scoop footing) should extend approxiraately eight inches below concrete slabs and should be a minimum of six inches wide. 8.6. Plan Review Once grading and foundation design plans become available, they should be reviewed by AGS to verify that the design recommendations presented are consistent with the proposed constraction. 8.7. Geotechnical Review As is the case in any grading project multiple working hypotheses are established utilizing the available data, and the most probable model is used for the analysis. Infomiation collected during the grading and constraction operations is intended to evaluate these hypotheses, and some of die assumptions summarized herein may need to be changed as more infomiation becomes available. Some modification of the grading and constraction recommendations may become necessary, should the conditions encountered in the field differ sigm'ficantiy than those hypothesized to exist. AGS should review the pertinent plans and sections of the project specifications, to evaluate confonnance with the intent of the recommendations contained in this report. If the project description or final design varies fix>m that described in this report, AGS must be consulted regarding the appUcabUity of, and the necessity for, any revisions to the recommendations presoited 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 performance 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 homeowners must implement certain maintenance procedures. The following recommendations should be implemented. ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page 16 PAV 1308-06 Report No. 1308-06-B-3 9.1. Slope Planting Slope planting should consist of ground cover, shrabs and trees that possess deep, 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 toward approved disposal areas. Design fine-grade elevations should be maintained through the life of the stracture or if design fine grade elevations are altered, adequate area drains should be installed in order to provide rapid discharge of water, away fiom stractures and slopes. Residents should be made aware that they are responsible for maintenance and cleaning of all drainage tenaces, down drains and other devices that have been instaUed to promote stiucture and slope stability. 93. Slope Irrigation The resident homeowner and Homeowner Association should be advised of their responsibility to maintain irrigation systems. Leaks should be repaired immediately. Sprinklers should be adjusted to provide maximum uniform coverage with a minunum of water usage and overlap. Overwatering with consequent wastefiil run-off and ground saturation should be avoided. If automatic sprinkler systems are installed, then* use must be adjusted to account fbr natural rainfall conditions. 9.4. Burrowing Animals Residents or homeowneis should undertake a program for the elimination of burrowing animals. This should be an ongoing program in order to inaintain slope stability. 10.0 LIMITATIONS This report is based on the project as described and the information obtained from the referenced geotechnical investigation rqiort and the excavations at the approximate locations indicated on the Figure 2. The findings are based on the results of the field, laboratoiy, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the excavation locations. The results reflect an interpretation of the direct evidence obtained. Services performed by AGS have been conducted in a manner consistent with that level of care and skiU ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, either expressed or implied, and no wananty or guarantee is included or intended. The recommendations presoited in this report are based on the assumption that an appropriate level of field review wiU be provided by geotechnical engineers and engineering geologists who are familiar with the design and site geologic conditions. That field review shall be sufficioit to confirm that geotechnical and geologic conditions exposed during grading are consistent with the geologic representations and corresponding recominendations presented in this report. AGS should be notified of any pertinent ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25, 2013 Page 17 PAV 1308-06 Report No. 1308-06-B-3 clianges 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 data, opinions, and recomraendations of this report are applicable to tiie specific design of this project as discussed in this report. They have no applicability to any other project or to any other location, and any and aU subsequent users accept any and ail liability resulting fiom any use or reuse of the data, opinions, and recoinmendations without the prior written consent of AGS. AGS has no responsibUity for constraction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the constraction, for the acts or omissions of the CONTRACTOR, or any other person performing any of the constraction, or for die failure of any of them fo 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 Geotechnical solutions. Inc. (AGS 2013).GeotechnicaI Feasibility Report Four Single-Family Residences on Oak Avenue, Carhbad, Califomia, dated 9/16/13 (report No. 1308-06-B-2) American Concrete Institute, 2002, Building Code Requirements for Structural Concrete (ACI318M-02) and Commentary (ACI 3I8RM-02). ACI Intemational, Farmington Hills, Michigan. American Society for Testing and Materials (2008), Annual Book of ASTM Standards, Section 4. Construction, Volume 04.08, Soil and Rock (I), ASTM International, West Conshohocken, Pennsylvania. Califomia Code of Regulation, Title 24,2010 Califomia Building Code, 3 Volumes. Kennedy, M.P., Tan, S.S., et. al., 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, Califomia, Califomia 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 I LOG OF TEST PITS Test Pit No. Depth (ft.) USCS Description TP-1 0.0-4.0 SM ARTinaAL 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 moderately dense. 8.5-12.0 SM OLD PARALIC DEPOSITS Units 2-4 (Oopi^); 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, mottled 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^-4): 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 (OOPM>'* SILTY SAND, brown, dry, loose; highly disturbed to 2.0 ft. due to gophers. @ 2.0 ft. medium- to coarse-grained, orange brown, slighdy 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 (Oop?^); 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, loose; 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 (OoP|^); 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 with 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. APPENDIX B LABORATORY DATA ADVANCED GEOTECHNICAL SOLUTIONS, INC. SOIL CORROSION Eairth ' Si rat •Si, Inc. f cofccftiucsf tnvlronmtnul .iftti tatttrttii Itstlrrg ConsulunI* BerrcRPtone. BiTTBRsenvicB. BtrrcK RCSULIS pH: ;a CTM 643, • ASTM G 51 Container Number: 12 pH of Soil (after I hour stablHa!ation);| 6.7 RESISTIVITY: • CTM 643, • ASTM G 57 Trial Nuniber: 1 2 1 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 Number: 11 Minimurn Resistivity (ohm-cm)!| 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): Sulfate Content (% by wgt): 540 0.054 3i CHLORIDE CONTENT; • CTM 422,41 ASTM D 512B Container Number: Post-Extractlon Dilution: 1:50 Titration Count (n): 12 Chloride Content (mg/kg or ppm): Chloride Content (% by wgt); 30 0.003 MAXIMUM DENSITY ASTM D 1557 Boring/ TP No.: Sample Number: Depth (feet): 1 Buik Project Numbfi: Project Name: Date: 1308-06 Oak Ave. 9/20/2013 Soii Description: (SM) Very dark brown Silty Sand with trace Gravel Procedure: A (-No.4) [x] B(-3/8")l] C(-3/4-)[l Preparation: Moisl [x] Dry (] Rammer: Manual |xj Mechanical Test No: 1 2 3 4 5 Moisture Adjustment (+inL): 0 +50 + 100 ^^ Conipacted Soil + Mold {g): 56S6 5818 5839 Ul c Mold Weight (g): 3705 3705 3705 Q Net Soil Weight (g): 1951 2113 2134 41 Container Na: N/A N/A N/A N/A N/A a M 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 !S Moisture Content (%}: 5.5 7,7 9.6 3 M Wet Density (pcf): 129.0 139.8 141.1 ai Dry Density (pcf): 122.3 129.7 128.7 I S 120 Oversize Material Data Oversize Material (g): Minus Material (g): Total Sample Weight (g): Rocit Speciflc Gravity (Gs): 2.65 Oversize Content (%): <5 Raw Curve Data (<5% Rocit) Maximuni Dry Density (pcf): 131.0 Optimum Moisture Cont (%): 8.5 Rock Corrected Values (D 4718) Maximum Dry Density (pcf): Optimum Moisture Cont (%): Oversize Correction (%): Tested By:_ Calculaled By: Checked BY: ' JI JL MWG Date: 9/20/2013 Date: 9/20/2013 Date: 9/20/2013 Earth - Strata, Inc. urmnvit • mm jc/ma i BfrrER MSIAR S 10 15 MoUlur* CooMM nt) Rev. 04/07 MAXIMUM DENSITY ASTM D 1557 Boring/TP No. Sample Number. Depth (feet) Soil Description Bulk Project Nmnber: Project Name- Date: 1308-06 Oak Ave. 9/20/2013 (SC) Yellowish brown Clayey Sand with trace Gravel Procedure: A (•No.4) [xJ B(-3/8")[] C(-3/4")[] Preparation: Moist (x] Dry (] Rammer: Manual [x] Mechanical Test No: 1 2 3 4 5 Moisture Adjustment (±mL): 0 +50 + 100 & Compacted Soil + Mold (g): 5585 5739 5786 C Mold Weight (g): 3705 3705 3705 o Net Soil Weight (g): 1880 2034 2081 sture Container No.: N/A N/A N/A N/A N/A sture Container Weight (g): 0 0 0 0 0 o Wet Soil + Container (g): 160.8 160.3 164.1 Diy Soil + Container (g): 149.6 146.9 146.2 J3 Moisture Content (%): 7.5 9.1 12.2 3 U> Wet Density (pcf); 124.3 134.5 137.6 CC Dry Density (pcf): 115.7 123.3 122.6 0versi2e Material Data Oversize Material (g): Minus Material (g): Total Sample Weight (g): Rock Specific Gravity (Gs): 2.65 Oversize Content (%): <S Raw Curve Data (<5% Rock) Maximum Dry Density (pcf): 126.0 Optimum Moisture Cont (%): 10.0 Rock Corrected Values (D 4718) Maximum Dry Density (pcf): Optimum Moisture Cont (%): Oversize Correction (%): I 105 Tested By: Calculated By: Checked BY; ' Jl MWG Date: 9/20/2013 Date: 9/20/2013 Date: 9/20/2013 Earth - Strata, Inc. GmtthiM, tmimimMtl md IMvUb TnVng ConsuHub BtTWIKOnt' KTW) SERHCE • BSmR RESULn 10 15 Molthirt Conlenl f^) Rev. 04/07 EXPANSION INDEX ASTM D 4829, UBC 18-2 Earth - Stra tat Inc, SwfKhnfctt BiWrDninwiW Md MmliMt TnUng ConsuluiM SETTER PEOPLE . BrTTEK SERVICE . BEfTER RESUL TS Boring/ TP/ Lot Na: TP 2 job Na: 1308-06 Depth: 4' Projert 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 WtofWet Soil 160.8 321 Ring (g) 67.5 Wt 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 Density (pcf) 107.7 COARSE MATERiAL Water Density (pcf) 11.2 Plus Na4(%] <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 • Expansion Index (BI50) 0 Reading : El Classification Very Low EI (measured) -3 Calculated By: MWG Date: 9/21/13 Checked By. Dare: Machine No. 3 Earth - Strata, fnc. BtonchnicMl, EmlmmnttMl *iut MaMriilt ruling Consu/UnO BEnER PEOPLE . BErrER SERVICE . 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 Minimum Resistivity (ohm-cm) Sulfate Content (mg/kg) Sulfate Content (% bywRt) Chloride Content (ppm) 6.7 12000 540 .054 .003 The subject soil sample was processed In accordance with CaHfornia Test Method CTM 643 and tested for pH / Minimum Resistivty ((TM 643), Sulfate Content (CTM 417) and Chloride Content (CTM 422). APPENDIX C SLOPE STABILITY ANALYSIS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 120 Oak Avenue, Carlsbad - P/W 1308-0613 ft Cut or Fill Slope c:\users)juliyiesktop\ags\1308-06oakave\oakave.pl2 RunBy;A<3S M3/2013 11:10AM ''«»'*' Saturated Coheston Friction Pore Pressure Piez JLlH'' D«»c- Type Unit WL UnitWL tntsnxpt Angle Prauure Constant Surtace ,jWQop_1 125.0 12S.0 100.0 30.0 OOO 0.0 0 90 60 30 30 60 90 120 150 GSTABL7V.2 FSminsl.91 Safety Factore Are Calculated By The Modifled Biahop Method PLATE C-1 120 Oak Avenue, Carlsbad - P/W 1308-0613 ft. Cut or Fil) Slope c:tusan^llVfosktopyags\1308-a6oa)(avetoal(ave.pl2 Run By: AGS 9/24/2013 04:50PM # FS a 1.41 Soil SoM Total Saturated Cohesion Frictkm Poia Pressure Piez. Oesc. Type UnH Wl. UnitWt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psO (d^) Param. (psO No. afc/Qop 1 125.0 12S.0 100.0 30.0 0.00 0.0 0 Load Peak(A) khCoef Value 6.S00(g) 0.1S0(^< 90 60 30 J 30 60 90 120 150 GSTABL7V.2 FSmlns1.41 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 Stope Sur&ce (2) Sufficient Permeability To Establish Water Flow Pw = Water Pressure Head=(zKcos'^2{a)) Ws = Saturated Soil Unit Weight Ww = Unit Weight of Water (62.4 Ib/cu.ft.) u = Pore Water Pressure=(WwXzXcos''2(a)) z = Layer Thickness a = Angle of Slope phi = Angle of Friction c = Cohesion Fd = (0.5Kz)(Ws)(sin(2a)) Fr = {zKWs-Ww)(cos''2(a)Xtan(phi)) + c Factor of Safety (FS) = Fi/Fd Given: Ws (pcf) 125 z (ft) (degrees) (radians) phi (degrees) (radians) 26.56505 0.4636476 30 0.5235988 (psQ 100 Calculations: Pw u Fd Fr FS 1.60 99.84 100.00 157.83 1.58 ADVANCED GEOTECHNICAL SOLUTIONS. Inc. PLATE C-3 APPENDIX D GENERAL EARTHWORK SPECIFICATIONS AND GRADING GUIDELINES ADVANCED GEOTECHNICAL SOLUnONS, INC. September 25, 2013 Page D-1 P/W 1308-06 Report No. 1308-06-B-1 GENERAL EARTHWORK SPECIFICATIONS I. General A. General procediues and requirements for earthwoilc and grading are presented herein. The earthwork and grading recommendations provided in the geotechnical report are consido-ed 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 sliall govern. 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 earthworic in accordance with the project plans, specifications, applicable building codes, and local goveming agency requirements. Where Ihese requirements conflicL the stricter requirements shall govem. C. It is the contractor's responsibility to read and understand the guidelines presented herein and in the geotechnical report as well as die project plans and specifications. Information presented in the geotechnical report is subject to verification during grading. The infonnation presented on the exploration logs depicts conditions at the particular time of excavation and at the location Of the excavation. Subsurface conditions present at other locations may differ, and the passage of time may result in different subsur&ce conditions being encountered at the locations of the exploratory excavations. The contractor shall perfonn 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 performing his woric D. The contractor shall have the responsibility to provide adequate equipment and procedures to accomplish the earthwork in accordance with 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 are corrected. E. Prior to the start of grading, a qualified Geotechnical Consultant should be employed to observe grading procedures and provide testing of the fills for conformance with the project specifications, approved grading plan, and guidelines presemed herein. All ronedial 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 Geotedinical Consultant of their schedules and notify the Geotechnical Consultant when those areas are ready for observation. F. The contractor is responsible for providing a safe environment for the Geotechnical Considtant to observe grading and conduct tests. II. Site Preparation A. Clearing and Grubbing: Excessive vegetation and other deleterious material shall be sufHciently removed as required by the Geotechnical Consuhant, and such materials shall be properly disposed of offsite in a method acceptable to the owner and goveming agencies. Where applicable, the contractor tnay obtain permission 6rom the Geotechnical ConsultanL owner, and goveming agencies to dispose of vegetation and other deleterious materials in designated areas onsite. ADVANCED GEOTECHNICAL SOLUTIONS, 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 Consuhant. C. Any underground stmctures such as cesspools, cisterns, mining shafis, timnels, septic tanks, wells, pipelines, other utilities, or other structures located within the limits of grading shall be removed and/or abandoned in accordance with the requirements of the goveming agency and to the satisfaction of die Geotechnical Consultant. D. Preparation of Areas to Receive Fill: After removals are completed, die exposed surfaces shall be scarified to a depth of approximately 8 inches, watered or dried, as needed, to achieve a generally uniform raoisture 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. Ali 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 detoroining elevations of processed areas and keyways. IIL Placement of Fill A. Suitability of fill matarials: Any materials, derived onsite or unported, may be utilized as fill provided that the materials have been determined 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 potential, and/or strength that is acceptable to the Geotechnical Consultant. Fill materials shall be tested in a laboratory approved by die Geotechnical ConsultanL and import materials shall be tested and approved prior to being imported. B. Generally, different fill materials shall be tiioroughly mixed to provide a relatively uniform blend of materials and prevent abmpt changes in material type. Fill materials derived fiom benchmg should be dispersed tiiroughout the fill area instead of placing tiie materials within only an equipment-width fhim the cut/fill contact. C. Oversize Materials: Rocks greater than 8 uiches in largest dimension shall be disposed of offsite or be placed m accordance with the recommendations by tbe Geotechnical Consultant in the areas tbat are designated as suitable for oversize rock placemenL Rocks diat are smaller than 8 inches in largest dimension may be utiUzed in the fill provided that they are not nested and are their quantity and distiibution are acceptable to the Geotechnical Consuhant. D. The fill materials shall be placed in tiiin, horizontal layers such that, when compacted, shall not exceed 6 inches. Each layer shall be spread evenly and shall be thoroughly mixed to obtain near uniform moisture content and unifonn blend of materials. E. Moisture Content: Fill materials shall be placed at or above the optimum moisture content or as recommended by the geotechnica] 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 ConsultanL 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 the Geotechnical Consuhant, Unless otherwise specified by the Geotechnical Consultant, the till shall be compacted to a minimum of 90 percent of the maximum dry density as detennined 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 minimum keyway width shall be 15 feet and extend into suitable inaterials, or as recommended by the geotechnical report and approved by the Geotechnical Consultam. The minimum keyway width for fill over cut slopes Ls also 15 feet, or as recommraided by the geotechnical report and approved by the Geotechnical Consultant. As a general mle, unless otherwise reconimended by die Geotechnical ConsultanL 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 overbuilding the slope and cutting back to the compacted core. The actual amount of overbuilding may vary as field conditions dictate. Ahemately, this may be achieved by back rolling the slope face with suitable equipment or other methods that produce the designated resuh. Loose soil should not be allowed to build up on the slope face. If presenL loose soils shall be trimmed to expose die compacted slope face. L Slope Ratio: Unless otherwise approved by the Geotechnical Consultant and goveming agencies, permanent fill slopes shall be designed and constmcted no steeper dian 2 to 1 (horizontal to vertical). J. Natural Ground 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 unfavorable weather condhions. 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, mcluding fill over cut slopes, and shall be notified by the contractor when cut slopes are started. B. If adverse or potentially adverse conditions are encountered during grading; the Geotechnical Consultant shall investigate, 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 otiier excavations is the contractor's responsibility. V. Drainage A. Back drains and Subdrains: Back drains and subdrains shall be provided in fill as recommended by the Geoteclmical Consultant and shall be constmcted in accordance with the goveming agency and/or ADVANCED GEOTECHNICAL SOLUTIONS, INC. September 25,2013 Page D-4 P/W 1308-06 Report No. 1308-06-B-l recommendations of the Geotechnical Consuhant. The location of subdrains, especially outiets, 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 tenaces shall be consbucted in compliance witii tiie governing agency requirements and/or in accordance with the recommendations ofthe Geotechiucal ConsultanL 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 fiom 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 afier completion of grading. B. During construction, tbe contractor shall maintain proper drainage and prevent the ponding of water. The contractor shall lake remedial measures to prevent the mmorx of graded areas until permanent drainage and erosion control measures 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 reqmrements is the contractor's responsibility. All trrach «ccavations or open cuts m excess of S feet tn deplh shall be shored or laid back. Trench excavations and open cuts exposing adverse geologic conditions may require further evaluation by the Geotechnical Consuhant. If a contractor fails to provide safe access for compaction testing, backfill not tested due to safi^y concerns may be subject to removal. B. Bedding: Bedding materials shaU be non-expansive and have a Sand Equivalent greater than 30. Where permitted by the Geotechnical ConsultanL the bedding materials can be densified by jettmg. C. Backfill: Jetting of backfill matenals is generally not acceptable. Where permitted by the Geotechmcal Consultant, the bedding materials can be densified by jetting provided die backfill materials are granular, fiw-draining and have a Sand Equivalent greater than 30. VIIL Geotechnical Observation and Testing During Grading A. Compaction Testing: Fill shall be tested by the Geotechnical Consultant for evaluation of general compliance with the recommended compaction and moisture conditions. The tests shall be taken in the compacted soils beneath the surface if the surficial materials are disturbed The contractor shall assist the Geotechnical Consultant by excavatmg 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 within specifications, the Geotechnical Consultant shall notiiy the contractor of the unsatisfactory conditions of the fill. The portions ofthe 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 tiie 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 ConsultanL unsatisfactory conditions, such as adverse weather, excessive rock or deleterious materials being placed in the fill, insufficient equipmenL excessive rate of fill placement, resuks in a quality of worit that is unacceptable, the consultant shall notify the contractor, and the contractor shall rectify the conditions, and if necessary, stop woric until conditions are satisfactory. D. Frequency of Compaction Testing: The location and fi-equency of tests shall be at the Geotechnical Consultant's discretion. Generally, compaction tests shall be taken at intervals not exceeding two feet in fill height and 1,000 cubic yards of fill materials placed. E. Compaction Test Locations: The Geotechnica] Consuhant shall document die approximate elevation and horizontal 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 Consultant can detennine the test locations. Altemately, 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 reconq)acted at the contractor's expense. The depth and extent of removals will be detennined by the Geotechnical Consultant. G. Observation and testing by tbe Geotechnical Consultant shall be conducted during grading in order for the Geotechnical Consultant to state thaL 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 rqrarts documenting their observations during constmction and test results. These reports may be subject to review by the local goveming agencies. ADVANCED GEOTECHNICAL SOLUTIONS, ING. APPENDIX E HOMEOWNER MAINTENANCE RECOMMENDATIONS ADVANCED GEOTECHNICAL SOLUTIONS, INC. HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS Homeowners are accustomed to maintaining 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 carried out more economically than repair after neglect. Most slope and hillside lot problems are associated with water. Uncontrolled water from a broken pipe, cesspool, or wet weather causes most damage. Wet weather is the largest cause of slope problems, particularly in California where rain is intermitient, 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 concemed with the problems of building sites in hillside developments, we offer the following list of recommended home protection measures as a guide to homeowners. Expansive Soils Scrnie of the earth materials on site have been 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 upon the intiroduction of water and slirink upon drying. The forces associated with tiiese volume changes can have significant negative impacts (in thc form of differential movement) on foundations, walkways, patios, and other lot improvements. In recognition of this, the project developer has constmcted homes on these lots on post-tensioned or mat slabs with pier and grade beam foundation systems, intended to help reduce the potratial adverse effects of these expansive niaterials on the residential structures within the project. Such foundation 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 constmcted thereon. Homeowners purchasing property and living in an area containing expansive soils must assume a certain degree of responsibility for homeowner improvements as well as for maintaoiing conditions around their home. Provisions should be incorporated into the design and constraction of homeowner unprovements to account for the expansive nature of the onsite soils matoial. Lot maintenance 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 improvements. Such design, constmction 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. *l* Establishing and maintaining positive drainage away bom all foundations, walkways, driveways, patios, and other hardscape improvements. *> Avoiding the constmction of planters adjacent to stmctural improvements. Alternatively, planter sides/bottoms can be sealed with an impenneable membrane and drained away from the improvements via subdrains into approved disposal areas. *•* Sealing and maintaining constmction/control joints within concrete slabs and walkways to reduce the potential for moisture infiltration into the subgrade soils. ADVANCED GEOTECHNICAL SOLUTIONS. INC •t* Utilizing landscaping schemes with vegeiation that requires minimal watering. Altematively, watering should be done in a uniform manner as equally as possible on all sides of the foundation, keeping the soil "moist" but not allowing the soil to become saturated. 'I* Maintaining positive drainage away fiom stmctures and providing roof gutters on all stmctures with downspouts installed to carry roof runoff directiy into area drains or discharged well away bom the stmctures. • Avoiding the piacement of trees closer to the proposed stmctures than a distance of one-half the mature height ofthe tree. <* Observation of the soil conditions around the perimeter of the stracture during extremely hot/chy or unusually wet weather conditions so tiiat modifications can be made in irrigation programs to maintain relatively constant moisture conditions. Sulfates Homeowners should be cautioned against the import and use of cotain fertilizers, soil amendments, and/or other soils fiom of&ite sources in the absence of specific information relating to their chemical composition. Some fertilizers have been known to leach sulfate compounds into soils otherwise containing "n^li^ble" sulfate concentrations and increase the sulfate concentrations in near-siu^e soils to "moderate" or "severe" levels, bi some cases, concrete improvements constracted in soils containing Iligh levels of soluble sulfates may be afTected by deterioration and loss of stiength. Water - Natural and Man Induced Water in concert with the reaction of various natural and man-made elements, can cause detrimental effects to your stracture and surrounding propeny. Rain water and fiowing water erodes and saturates the ground and changes the engineering charactenstics of the underiying earth materials upon saturation. Excessive iirigation in concert with a rainy period is commonly associated with shallow slope failures and deep seated landslides, saturation of near stracture soils, local ponding of water, and tiansportation of water soluble substances that are deleterious to building materials including concrete, sted, wood, and stucco. Water interacting with the near surface and subsurface soUs can initiate several otho' potentially detrimental phenomena otha* then slope stabilhy issues. These may include expansion/contraction cycles, liquefaction potential increase, hydro-collapse of soils, ground surface settlemenL earth material consolidation, and introduction of deleterious substances. The homeowners should be made aware of the potential problems which 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 could 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 instail them. Roofs, with their, wide, fiat area can shed tremendous quantities of water. Without gutters or other adequate drainage, water falling fitim the eaves collects against foundation and basement walls. i* Make sure to clear surfiice and terrace drainage ditches, and check them frequently during the rainy season. This task is a community responsibility. •> Test all drainage ditches for functioning outlet drains. Tliis should be tested with a hose and done before the rainy season. All blockages should be removed. ADVANCED GEOTECHNICAL SOLUTIONS, INC. *> Clheck all drains at top of slopes to be sure they are clear and that water will not overflow the slope itself, causing erosion. Keep subsurface drain openings (weep-holes) clear of debris and other material which could block them in a storm. • Check fa: loose fill above and below your property if you live on a slope or terrace. *> Monitor hoses and sprinklers. During the rainy season, littie, if any, irrigation is required. Oversaturation of the ground is unnecessary, mcreases watering costs, and can cause subsurface drainage. <* Watcb 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 ranoff to a place where it can be safely distributed. <* Maintain the ground surface upslope of lined ditches to ensure that surface water is collected in the ditch and is not permitted to be trapped behind or under the lining. *«* Do not pennit water to collect or pond on your home site. Water gathering here will tend to either seep into die ground (loosening or expanding fill or natural ground), or will overflow into the slope and begin erosion. Once erosion is started, it is difficult to control and severe dainage may residt rather quickly. ^ Never connect roof drains, gutters, or down spouts to subsurface drains. Rather, anange them so that water either flows off your property m a specially designed pipe or flows out into a paved driveway or stireeL The water then may be dissipated over a wide surface or, preferably, may be carried away in a paved gutter or storm drain. Subdrains are constracted to take care of ordinary subsurface wato' and cannot handle the overload firom 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 erosion and, m the case of fill slopes, 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 compacted fill. \t is not compacted to the same stiength as the slope itself and will tend to slide when laden with water; this may even affect the soil beneath the loose soil. The sliding may clog terrace drains below or may cause additional damage in weakening the slope. If you live beiow a slope, try to be sure that loose fill is not dumped above your property. •> Never discharge water into subsurface blanket drains close to slopes. Trench drains are sometunes used to get rid of excess water when other means of disposing of water are not readily available. Overioading tiiese drains saturates the ground and, if located close to slopes, may cause slope failure in thdr vicinity. •^ Do not discharge surface water into s^tic tanks or leaching fields. Not only are septic tanks cottstracted for a dilferent puipose^ but they will tend, because of their constraction, to naturally accumulate additional water firom 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 their overflow can pose a serious health hazaid. In many areas, die use of septic tanks should be discontinued as soon as sewers are made available. *!* Practice responsible iirigation practices and do not over-irrigate slopes. Naturally, ground cover of ice plant and other vegetation will 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 soil. Planted slopes should be planned where possible to acquire suffident moisture when it rains. *> Do not let water gather against foundations, retaining walls, and basement walls. These walls are built to withstand the ordinaiy moisture in the ground and are, where necessary, accompanied by subdrains to carry off the excess. If water is pennitted to pond against them, it may seep through ADVANCED GEOTECHNICAL SOLUTIONS, INC. the wall, causing danqiness and leakage inside the basement. Further, it may cause the foundation to swell up, or the water pressure could cause stractural damage to walls. • Do not try to compact soil 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 subsoil. • Never leave a hose and sprinkler running on or near a slope, 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 tiiere for the purpose of quickly removing water toward the driveway, street or other positive outlet. By all means, do nol 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- established and deep-rooted vegetal cover requiring minimal watoing. *l* It should be the responsibility of the landscape architect to provide such plants mitially 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 properly installed irrigation 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 hill 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 engineer who is familiar with local conditions and the cuiimt 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 Unes. For this reason, it is desirable to devdop a cooperative attitude regarding hiUside maintenance, and we recommend developing a "good neighbor" pohcy. Should conditions devdop 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. Landsc^ing of your property is inqKutant to enhance slope and foimdation stability and to prevent erosion of the near surfiice soils. In additton, landscape unprovements should provide for efficient drainage to a controlled discharge location downhill of residential improvements and soil slopes. Additionally, recommoidations contained in the Geotechnical Bigineering Study report apply to aU future residential site improvements, and we advise that you include consultation with a qualified professional in planning, design, and constraction of any improvements. Such improvements include patios, swimming pools, decks, etc., as weU as buUding stractures and aU changes in the site configuration requiring earth cut or fiU construction. ADVANCED GEOTECHNICAL SOLUTIONS, INC. TITLE 24, INC. 7544 SADDLEHILL TRAIL, ORANGE, CA 92869 • (714) 771-1507 • FAX (714) 771-2939 • T-24(@soGal.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 #3 Carlsbad, California Job No. 4239 VENTILATION FOR INDOOR AIR QUALITY The following calculations are in compliance with section 150(o) ofthe 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 & NR08-90-527 Rick Maurer Energy Plans Examiner Certificate No. R08-88-1601 and NR08-88-3583 California 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 3 4218 - 100 + 7.5 (4 + 1) = 42.18 + 37.5 = 79.68 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 IVIechanical 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 iand 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 outcioors. Ventilation air shall come from the outdoors and shall not be transferred from adjacent dwelling 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 hotJse and the garage shall be sealed. Habitable rooms shall have windows with a ventilation area ofat least 4% ofthe 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 (mtDunted 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 - Indoor Air Quality and Mechanical Ventilation Airflow Rating . Fmm ASHFiAE 62.2-2007 Secpon 7.3 AiiHow Rating Ttie airflows reqimed by this statuJard refer to the delivered airflow of the system as instaUed arKl tested using a flow hood, flow grid, or ottier airflow measuring device. Altematively, ttie ekflow rating at a pressure of 0.25 in. w.c may be used, provided Ute 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 ventBation system can be tested using an airflow measuring device after ConY>letion of the installation to confirm that the delivered ventilation airfk}W meets the requiremenL The builder/iristaller must also list the result of the airflow nieasurement(s) for the ventilation fan(s) on the Installation Certificate (CF-6R-MECH-05) for the building. The ventilation airflow must be measured and reported for any/all ventilation system types installed in the building, except for those descritied in item 2 below. 2. Simple exhaust systems can comply by performing and documenting an inspection of the installation to verify conformance to a prescriptive requiremeflt that tfie fan has a certified airflow rating that meets or exceeds Ihe required ventilation airflow, and the ducts for the ventilation system meet eiUier the fan manufacturers published duct design spedficaGons, or the prescriptive duct design requirements given in Table 4-9 below (Table 7.1 of ASHRAE 62.2). The builder/installer must also list the description of the installed fan equipment and duct design criteria for the ventilation fan(s) on the Instaliation Certificate (CF-6R-MECH-05) for the building. The fan's certified airflow rating must be based on tested performance at the 0.25 inch w.a operating pdnL The certified airflow rating of a ventilation device is generally available from the manufacturer, and is also avaflable for hundreds of products in Uie Home Ventilating Institute (HVI) Certified Products Directory at tfie HVI website (wwv/.hvi.orq). Manufacturers can choose whether to provide the certified dafa for posting at the HVI website, but all of them should have available the rated dafa at. 0.25 inches of water column static pressure. If the rnamfaCturer's duct system design spedfications are utilized for compliance, the enforcement agency niay require that the manufacturer's published system design documentation be provided for use in inspecfion of tfte irisfallation(s). The prescriptive dud design criteria given in Table 4-9 provide maximum duct lengths ttased on various duct diameters and dud type. As can be • seen, Itie higher the flow, the larger in dianieter or shorter in length the dud has to t>e. Also rK>te that srn(x>th dtJd can be used to nrianage kmger dud mris. lnterpofation and extrapolation of table 4-9 (Table 7.1 of . ASHR/^ 62^) is not allowed. For airflow values not lided, use Uie next ^ ^ higher valiK. The table is nbt appficable for systems virith airflow greater than 125 cfin at 025 mches of water column sfatic pressure. TaUe 4-9 - Prescriptive Duct Srang for Singfe Fart Extiaust Systems (from 62.2. Tattle 7.1) Duct Type .HexDuct g . Stnooth Duct. Fan Rating (cftti@0.25 in. W.C.) 50 80 100 125 50 80 ICQ 125 Diameter inch MaDdmum Lengtti ft. 3 X X X X 5 X X X 4 70 X X 105 35 5 X ^ 5 NL 70 35 20 NL 135 85 55 "T? 6 NL NL 1 125 1 95 NL NL NL 145 7 and atxive NL NL 1 T Nl-NL NL NL NL This table assumes no ett>ows. tJeduct 15 iieet of allowable duct length ^ NL = no limit on duct length of tttts aze. X = not allowed, any length of duct of this size with assumed turns and fitting will exceed the rated pressure 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 pollutants 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 ofthe home and number of bedrooms. The cfm levels in the 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 Table 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 Veritilllidri AirRe^ ' £ luct Sizing Bedrooms Duct Type Flex Duct Smooth Duct Floor Area (ft*) 0-1 2-3 4-5 6-7 >7 Fan Rating <1500 30 75 •• cfm @ 0.25 in. w.g. 50 80 100 50 80 100 1501-3000 :;';.;>75:' ; .90 105 Diameter, In. Maximum Length, ft. 3001-4500 .60:. 105 120 3" x X X 5' X X 4501-6000 75 105 120 . 135 4-70' 3' X 105' 35' 5' 6001-7500 90 _^ 105 120 . 135 150 6-OO oo 125* o** oo oo >7500 105 120 135 150 165 Assumes no elbows. Deduct 15 ft of allowable duct length for each elbow. Requirements are minimums and assume continuously running fans. * Table A is dervied from the following formula which can also be used: CFM = (sq. ft. X .01) + 7.5 X (no. of bednxtms + 1) Note: Larger fans with more cfm are always better to remove steam more quickly. oo = Infinite or unlimited X - not allowed, any length of duct of this size with assumed tums 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. Multiple fans are needed for larger homes requiring more than 90 rfm. HVI Certified CFM @ 0.25" Description Broan Model NuTone Model Duct Size HVI Certified Sones © 0.1" E nergy Star QTXEOSO QTXEN050 6" .<0.3 Yes I :jQT)<;Eji86f;.U... c ^SSQtXEMiy^^^ QTXENOSO , OT^Efioaor.. -•• .4?>';.. 4"-Jjv .:o:3:.ii.:.i:..:. Yes . . :Yes~ y- QTRtisa . r . . JJT'RENQiSOFLT. ;• QTRNOeO IJTRN08PL .4?>';.. 4"-Jjv No ..No CjTXNllOHFL QTXEilD-r- r .QTXENllOS : '7, QTXENllO %'? 0»4s?;^si; .YesHT^-A No • QTXEllOSL QTXENllOSFLT? QTXENIIOSL 6« . 0»4s?;^si; .YesHT^-A No • 39 . i55:.;.:; ? .. 67.; .67 : : 50 CFM Fan 80 CFM .Fan 80 CFM Fan/l:|3Kt j- ; : 110 CFM HeatetjT^aij/t.lgl}t; riOCFW Local (Intermittent) Ventilation Requirements Local or Intermittent Ventilation refers to usage such as to remove humidity from showers or cooking at a maximum sound ievel 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 QTXE050 and QTXEN050) the requirement as do the following: Broan NuTone Fans QTXE150;QTR140,QTRE110, QTRlld,, QTREIOOS, QTR070, HD80, 683, 684 QTXEN150, QTRENllO, QTRNllO, HD80NT, 671R,8832WH, 8832SA Fan/Lights QTXE150FLT, QTR140L, QTREllOFLT, / QTRllOL, QTR070L, 744, 744FL, 683Lj 757SN QTXEN150FLT, QTRENllOFLT, QTRNllOL, HD80LNT, 744NT, 744FLNT, 757SNNT, 768CHNT, 769RL, 769RFT Heater/Fan/Lights lOOHL, lOOHFL 765HL, 765HFL NuTone www.Broan.com • www.NuTone.com Broan-NuTone LLC, 926 W. State Street, Hartford, Wl 53027 • 800-558-1711 Ir. r=n^A^ rsti ll77.Ra<..lllQ 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 deaners, VOC's, carbon dioxide/monoxide, and off-gassing from building materials, carpets.and other furnishings • Helps remove gases and partides that are not trapped by any filtration unit • Program a single control for a ventilation rate to match the size of the home • Automatically adjusts total mn-time based on square footage and number of bedrooms • Optimizes energy usage by monitoring normal fan operation and adjusting automatic ventilation fime as needed • Continuously monitors and if necessary, activates other Broan SmartSense* systems located in different loca- tions within the home - day and night • tio control wirihg required - controls communicate over existing home power wires • Uses less than 40 watts during venfilation cydes - in most installations • Cost effective and energy effident venfilation strategy • Broan Ultra Silent^ fans operate at a barely audible 0.3 (80 CFM fans) or OJ Sones (110 CFM fans) • Easy installation of fans in the ceiiing, vented to the exterior using 6-inch diid • Up to 10 systems can be combined into an air quality network • Meets ASHRAE 62 - related ventilation requirements Broan SmartSense* uses INSTEON" a powerful, wireless tiome control technology CONTROL (Recommend deep single-gang electrical box) 80 CFM FAN (Modd QTXEOSO) 110 CFM Fm (Modd QTXE110) fsee fan spec sheet) PHASE COUPLER (Recommend deep single-gang electrical box) SSQTXE080 Contains: 1-80 CFM Fan (Modd QTXEOSO) 1 - SmartSense* Control SSQTXE110 Confains: 1-110 CFM Fan (ModdQTXEIIO) 1 - SmartSense* Control SMSCPLR Phase Coupler Required for multiple systems on opposite electrical power phases CONTROL SPECIFICATIONS Paddle Type: Rocker adion Color. White Paddle & Trim Frame /Mmond 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 incandescenL 13A resistive Certificafion: Safety tested for use in USA and Canada (ETL #3017581) INSTEON E N A 6 I E'D Broan-NuTone LLG Hartford, Wisconsin www.broan.com 800-558-1711 REFERENCE QTY. REMARKS Project Location Architect Engineer Contractor Submitted by Oate 80K 99044388A CERTIFIED VENTILATING FAN PRODUCTS MODEL OR SERIES DETAILS STATIC PRESSURE' MODEL CFM** SONES WAUS 110 90 0.9 33.5 33.0 so 39 <0.3 19.7 19.2 80 55 OJ 23.3 23.2 80 55 OJ 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 i» —>55"^ 0.3 23.3 232 110 —-^90 0.7 33.5 33.0 Rev. 08A)1/2010 Section 1-11 STATIC ' PRESSURE" CFM** SONES WAHS QTXIIOiSL 'QTXEOSO QTXEOSO Q1XE080FLT Q7XE110 QTXEllOFLT QTXEllOS QTXEllOSFLT QTXE150 QTXE150FLT SSQTXE080 SSQTXE110 '- @0.25"SP @0.25'SP §0.25"SP @0.25"SP @0.25"SP @0.25'SP @0.25''SP @0.25-SP @0.25"SP @0.25'SP @0.25'SP ^'^^§075"SP PowQdraft Kitchen Exhausters 273003 500 273603 500 RMDD3004 500 RMDD3604 500 RH«DD4804 500 Inline Fans (all models),. MP100 @020-SP 110 60.40*8? 98 MP140 eo.2(rsp 150 @0.40*SP 141 MP200 @0.20"SP 210 e6.40*SP 200 MP280 @0.20'SP 290 @0.40'SP 265 HLB3 Yer,HS+ @0.20"SP 260 Hor. HS+ @0.20"SP 280 HLB6 Ver.HS+ @0.20*SP 600 Hor.HS+. @0.20"SP 600 HLB9 Ver.HS+ @0.20'SP 700 Hor.HS+ eOiO'SP 800 HLB11 Vef.HS+ @0.20"SP 1000 Hof.HS+ @OJ20*SP1100 SP100 @0.20"SP 110 @0.40'SP 97 SP140 @0.20-SP 150 @0.40'SP 133 SP200 @0.20-SP 210 @0.40"SP 195 Kitchen-Exhaust Fans 12C 370 8.0 502 270 8.0 503 160 5.0 504 350 6.5 SOS 180 6.5 506 470 8.0 507 250 7.0 508 270 6.0 509 180 6.5 509S 180 6.5 S09SMX 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 Ver.HS+ 190 8.5 Hor.HS+ 200 8.5 153001 Ver.HS+ 300 4.5 153002 Ver. HS+ . 300 4.5 153004 Ver.HS+ lm 4.5 153023 Ver.HS+ 300 4.5 153601 Ver.HS+ 300 4J5 153602 Ver.HS* 300 4.5 153604 Ver.HS+ 300 4.5 153623 Ver. HS+ 300 4.5 402101 Vef.HS+ 160 6.5 .Hof.HS+ ^ • 160 6.5 402102 Ver.HS* 160 6.5 Hpr-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 Hor. HS+ 160 6.5 402403 Ver.HS* 160 6.5 Hor.HS* 160 6.5 *STATICPRESStJRE{INCHES.WATERGAGE{IN.W.G.)}: Direct DischargeFans (Non-Ducted) @ 0X13 in. wg Ducted Fans @ 0.10 in.wg; 0^ in.wg (option^ ' Inline Fans @ OJM In. wg; two adcfitional (optional) for static prKSUre "CONVERSIONS: Pascals (Pa) = in. wg x 250 Litres per Second (Lfe) = cfm x 0.47 NOTE: CHANGES IN RED INDICATE RECENT REVISIONS TO THE HVI CERTIFIED HOME VENTIUTING PRODUCTS DIRECTORY. TITLE 24, INC. 7544 SADDLEHILL TRAIL, ORANGE, CA 92869 • (714) 771-1507 • FAX (714) 771-2939 • T-24@socal.rr.com November 8, 2013 Owner: Zephyr Partners 11750 Sorrento Valley Road, Suite 130 San Dlego, CA 92121 Designer: Project: Mark Gross & Associates, Inc. 8881 Research Drive Irvine, CA 92618 "Oak Avenue 4" Parcel #3 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 Maurer R08-90-243 & NR08-90-527 / Rick Maurer 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 3 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 Ceiling with Deck Above 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: 61,466 BTUH Minimum A/C SEER: 13.0 SEER A/C Tonnage: Min.Sens.= 43,110 (g 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 ofthe following checked installation certificates shall be posted or made available with the buikling permit(s) issued for ttie buikJing and shall be made avaitable to the enforcement agencyfor all appUcable inspections, installation Certificate X CF-6R-ENV-01 - Envelope - Insuiabon; Roofing; Fenestration CF-6R-ENV-20-HERS - BuHding Envelope Seafing CF-6R-ENV-21-HERS - QuaBty Insulation InstaBation (QII) - Framing Stage Cheddist CF-6R-ENV-22-HERS - Quaflty Insulation Instafla&m (Qtl) - Insulation Stage Cheddist >< CF-6R-LTG-01 - Residential Lighfing CF-6R-MECH-01-Domestic Hot Water (DHW) CF-6R-MECH-02 -Solar Domestic Hot Water Systems (SDHW) CF-6R-MECH-03 - Pool And Spa Heating Systems CF-6R-MECH-04 - Space Conditioning Systems, Ducts and Fans X CF-6R-MECH-05 - Indoor/Vir Quafity and Mechanical Ventilation CF-6R-MECH-06 - Evaporatively Cooled (kxidensing 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 Dud System CF-6R-MECH-21-HERS - Dud Leakage Test - Existing Dud System CF-6R--MECH-22-HERS - HSPP/PSPP Installation; Cooling Coil /sJrflow & Fan Watt Draw Test CF-6R-MECH-23-HERS - Veriflcatfon of High EER Equipment CF-6R-MECH-24-HERS - Charjje Indicator Display (CID) CF-6R-MECH-25-HERS - Refngerant Charge Verification - Standard Measurement Procedure CF-6R-MECH-26-HERS - Refrigerant Charge Verification - /Mtemate Measurement Procedure CF-6R-MECH-27-HERS - Maximum Rated Totai Cooling Capacity CF-6R-MECH-28-HERS - Low Leakage Air Handler Verification CF-6R-MECH-29-HERS - Supply Dud Compliance Credits - Location; Sudace Area; R-value MP- For installations that require HERS field veriffcation, registered copies of the tollowing checked verification and testing certificates shall be posted or made available with the building permit(s) issued for the buikling and shall be made available to the enforcement agency for all applicable inspections. Certificate of Reid Verification and Diagnostic Testing CF-4R-ENV-20 - BuiWing Envelope Sealing CF-4R-ENV-21 - Quality Inisulation Installation (QH) - Framing Stage Checklist CF-4R-ENV-22 - Quality Insulation Installation (QII) - Insulation Stage Checklist CF-4R-MECH-20 - Dud (jeakage Test-Completely New or Replacement Dud System CF-4R-MECH-21 - Dud Leakage Test - Existing Dud System CF-4R-MECH-22 - HSPP/PSPP Installatron; Cooling Coil Airflow & Fan Watt Draw Test CF-4R-MECH-23 - Verification of H«h EER Equipnient CF-4R-MECH-24 - Charge Indicator Display (CID) ' CF-4R-MECH-25 - Refngerant Charge Verificatiori - Standard Measurement Procedure CF-4R-MECH-26 - Not Used CF-4R-MEGH-27 - Maximum Rated Total Owling Capacity CF-4R-MECH-28 - Low Leakage Air Handler Verification CF-4R-MECH-29 - Supply Dud Compliance Credits - Location; Surface Area; R-value Mandatory Measures Summary MF-IR Residential (Page 1 of 3) Site Address: Enforcement Agency: Date: NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-IR, CF-1 R-ADD, or CF-1 R-ALT Form) shall 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 Ijetween 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). ' § 117: Exterior doors ahd windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(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 of the 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-frame wall or equivalent U-factor. *§150(d): .Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF-IR Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. § 150(1): Water absorption rate for slab edge insulation mate.rial alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shetll be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures; §150(e)lA: Masonty or fiictory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § 150(e) IB: Masonry or fectory-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. § 150(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 of the building, are prohibited. ^ Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads. faucets and all other regulated appliances are certified by the Energy Commission. §1 l3(c)S: Water heating recirculation loops serving multiple dwelling units 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 buming pilot lights are prohibited for natural gas: fan-type central fumaces. household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. § 150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(1): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)lA: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are extemally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)lB: 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 ofthe tank. §150(j)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. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table ISO-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected fi-om damage, including that due to sunlight, moisture, equipment maintenance, and wind. § 150G)3 A: 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: Enforcement Agency: Date: ( § 150(i>4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. Ducts and Fans Measures: §150(m)l: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601.602, 603, 604, 60S and Standard 6-S; 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 with mastic, tape or other duct-closure system that meets the applicable requirements of UL .181, 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 be used §lS0(m)l: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal. duct board or flexible 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, v §lS0(m)2D: Joints and seams of duct 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. § 1 S0(m)7: Exhaust fan systems have back draft or automatic dampers. §lS0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §lS0(m)9: Insulation shall be protected from damage, including that due to sunlight, 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 that • can cause degradation of the material. § 1 SO(m) 10: Flexible ducts caimot have porous inner cores. §lS0(o): All dwelling units shall meet the requirements of ANSl/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Fool 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 Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; 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 return lines, or built-up connections for future 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 programmed to run only during off-peak electric demand periods. § 1 SO(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of § lSO(p). Residential Lighting Measures: §150(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 Table 1SO-C and is not a low efficacy luminaire as specified by § 1 S0(k)2. • §lS0(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §lS0(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: Permanently installed tiight lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meetipg the minimum efficacies contained in Table ISO-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. §lS0(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). § 1 S0(k)7: All switching devices and controls shall meet the requirements of § 1 S0(k)7. §lS0(k)8: A minimum of SO percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelRng units less than or equal to 2,S00 fr or 100 watts for dwelling units larger than 2.500 ft^ may be exempt from the S0% high efficjicy 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 permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §lS0(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: Permanently instaiied 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 of3) 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) 11: Permanently 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 they are controlled by either a dimmer switch that.complies 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 with§lSO(k)ll. § lS0(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 laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 7S Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. § 150(k)13: 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 residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: 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 that 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 switch 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 with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing fimction provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around smmming pool, water features, or other location subject to Article 680 of the Califomia Electric Code need not be high efficacy luminaires. §lS0(k)14: Intemally 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 determined according to §130(d). § 150(k) 15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131,134, and 146 §lS0(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently 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 #3 Date..11/07/13 15:06:55 Project Address Oak Avenue 4 ****** Carlsbad, California *v8.1* Docuinentation Author. . . Rick Maurer ****** Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Orange, CA 92869 714-771-1507 Climate Zone 07 Compliance Method MICR0PAS8 v8.1 for 2008 CEC Standards (r04) Building Permit # Plan Check / Date Field Check/ Date MICR0PAS8 v8.1 File-ZEPHYR3 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #3 Energy Use (kTDV/sf-yr) MICR0PAS8 ENERGY USE SUMMARY Space Heating.... Space Cooling..., Ventilation Fans, Water Heating..., Total Standard Design 6.67 5.68 0.73 9.07 22.15 Proposed Compliance Percent Design Margin Improvement 6.40 5.78 0.73 6.30 19.21 0.27 -0.10 0.00 2.77 2.94 4.1% -1.8% 0.0% 30.5% 13.3% *** Building complies with Computer Performance *** GENERAL INFORMATION HERS Verification Not Required Conditioned Floor Area 4218 sf Building Type Single Family Detached Construction Type New Natural Gas at Site Yes Building Front Orientation. Front Facing 305 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 42180 cf Slab-On-Grade Area 2318 sf Glazing Percentage 22.5 % of floor area Average Glazing U-factor... 0.4 Btu/hr-sf-F Average Glazing SHGC 0.4 Average Ceiling Height 10 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 2 Project Title Zephyr Partners-Parcel #3 Date..11/07/13 15:06:55 MICR0PAS8 v8.1 File-ZEPHYR3 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #3 BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo-Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 4218 42180 1.00 5.0 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 3:12 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 171 0.102 13 0 305 90 Yes 4 .3.1 A3 Basement Wall 2 Wall Wood 259 0.074 19 0 305 90 Yes 4 .3.1 A5 Front 2x6 Wall 3 Wall Wood 189 0.074 19 0 305 90 No 4 .3.1 A5 Gar. 2x6 Wall 4 Wall Wood 180 0.074 19 0 305 90 No 4 .3.1 A5 2x6 Crawispace 5 Wall Wood 97 0.102 13 0 35 90 Yes 4 .3.1 A3 Basement Wall 6 Wall Wood 932 0.074 19 0 35 90 Yes 4 .3-1 A5 Left 2x6 Wall 7 Wall Wood 502 0.074 19 0 125 90 Yes 4 .3.1 A5 Back 2x6 Wall 8 Wall Wood 117 0.074 19 0 125 90 Yes 4 .3.1 A5 2x6 Crawispace 9 Wall Wood 57 0.102 13 0 215 90 Yes 4 .3.1 A3 Right Wall 10 Wall Wood 1165 0.074 19 0 215 90 Yes 4 .3.1 A5 Right 2x6 Wall 11 Attic Wood 1762 0.031 30 0 n/a 0 Yes 4 .2,1 A20 Vented Attic 12 Attic Wood 70 0.048 19 0 n/a 0 Yes 4 .2.1 A16 FAU Platform 13 Roof Wood 486 0.051 19 0 n/a 0 Yes 4 .2.2 A12 Clg.W/DeckAbv. 14 Door Wood 21 0.500 0 0 305 90 No 4 .5.1 A4 Garage Door 15 Door Wood 20 0.500 0 0 305 90 No 4 .5.1 A4 Crawl Space Dr CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 3 Project Title Zephyr Partners-Parcel #3 Date..11/07/13 15:06:55 MICR0PAS8 v8.1 File-ZEPHYR3 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #3 PERIMETER LOSSES Surface 16 SlabEdge Length (ft) 220 F2 Factor Insul R-val Appendix Solar JA4 Location/ Gains Reference Comments 0.730 R-O/Oin No 4.4.7 Al Standard Slab Edge FENESTRATION SURFACES Exterior Orientation Area (sf) U- factor SHGC Act Azm Tilt Shade Type Location/Comments 1 Door Front (NW) 80. 0 0. 400 0. 400 305 90 Standard FGLASSl 2 Door Front (NW) 48. 0 0. 400 0. 400 305 90 Standard FGLAS S2 3 Door Front (NW) 32. 0 0. 400 0. 400 305 90 Standard FGLAS S3 4 Wind Left (NE) 25. 0 0. 400 0. 400 35 90 Standard LGLASSl 5 Wind Left (NE) 25. 0 0. 400 0. 400 35 90 Standard LGLASS2 6 Wind Left (NE) 25. 0 0. 400 0. 400 35 90 Standard LGLASS3 7 Wind Left (NE) 36. 0 0. 400 0. 400 35 90 Standard LGLASS4 8 Door Left (NE) 120. 0 0. 400 0. 400 35 90 Standard LGLASS5 9 Wind Left (NE) 36. 0 0. 400 0. 400 35 90 Standard LGLASS6 10 Wind Left (NE) 36. 0 0. 400 0. 400 35 90 Standard LGLASS7 11 Wind Left (NE) 8. 0 0. 400 0. 400 35 90 Standard LGLASS8 12 Door Back (SE) 80. 0 0. 400 0. 400 125 90 Standard BGLASSl 13 Wind Back (SE) 36. 0 0. 400 0. 400 125 90 Standard BGLASS2 14 Wind Back (SE) 36. 0 0. 400 0. 400 125 90 Standard BGLASS3 15 Door Back (SE) 120. 0 0. 400 0. 400 125 90 Standard BGLASS4 16 Door Back (SE) 64. 0 0. 400 0. 400 125 90 Standard BGLASS5 17 Wind Back (SE) 25. 0 0. 400 0. 400 125 90 Standard BGLASS6 18 Wind Right (SW) 10. 0 0. 400 0. 400 215 90 Standard RGLASSl 19 Wind Right (SW) 25. 0 0. 400 0. 400 215 90 Standard RGLASS2 20 Wind Right (SW) 6. 0 0. 400 0. 400 215 90 Standard RGLASS3 21 Door Right (SW) 24. 0 0. 400 0. 400 215 90 Standard RGLASS4 22 Wind Right (SW) 28. 0 0. 400 0. 400 215 90 Standard RGLASS5 23 Wind Right (SW) 25. 0 0. 400 0. 400 215 90 Standard RGLASS6 SLAB SURFACES Slab Type Area (sf) Standard Slab 2318 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 4 Project Title Zephyr Partners-Parcel #3 Date..11/07/13 15:06:55 MICR0PAS8 v8.1 File-ZEPHYR3 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #3 HVAC SYSTEMS System Type Furnace ACSplit Verified Verified Verified Verified Verified Maximiam 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 HVAC SIZING System Type Furnace ACSplit Total Heating Load (Btu/hr) 61466 n/a Sensible Cooling Load (Btu/hr) n/a 43110 Design Cooling Capacity (Btu/hr) n/a 48585 Verified Maximum Cooling Capacity (Btu/hr) n/a n/a Sizing Location.. CARLSBAD Winter Outside Design 34 F Winter Inside Design 70 F Slimmer Outside Design 81 F Summer Inside Design 75 F Suitmier Range 10 F System Type Furnace ACSplit Attic Attic DUCT SYSTEMS Verified Verified Verified Duct Duct Duct Surface Location R-value Leakage Area R-6 R-6 No No No No Buried Ducts No No FAN SYSTEMS System Type Flow Power (cfm) (W/cfm) Standard 79.68 ,25 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 5 Project Title Zephyr Partners-Parcel #3 Date..11/07/13 15:06:55 MICR0PAS8 v8.1 File-ZEPHYR3 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #3 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/DemandManual 2 .82 n/a R-n/a 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 minimtim 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. CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-IR Page 6 Project Title Zephyr Partners-Parcel #3 Date..11/07/13 15:06:55 MICR0PAS8 v8.1 File-ZEPHYR3 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #3 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24, Parts 1 and 6 of the California Code of Regulations, and the aciministrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER DOCUMENTATION AUTHOR Name, Name.... Rick Maurer Company. Rick Maurer Title 24, Inc. Company. Zephyr Partners Address. 11750 Sorrento Valley#130 Address. 7544 E Saddlehill Trail San Diego, CA 92121 Orange, CA 92869 (858) 558-3650 Phone... 714-771-1507 Phone... License. Signed.. (date) Signed. (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone.. Signed. (date) HVAC SIZING HVAC Page 1 Project Title Zephyr Partners-Parcel #3 Date..11/07/13 15:06:55 Project Address Oak Avenue 4 ****** Carlsbad, California *v8.1* Documentation Author... Rick Maurer ****** Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Orange, CA 928 69 714-771-1507 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-ZEPHYR3 Wth-CTZ07S08 User#-MP0357 User-Rick Maurer Title 24, Inc Run-Parcel #3 GENERAL INFORMATION Floor Area 4218 sf Volume 42180 cf Front Orientation Front Facing 305 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) 23189 13680 15314 n/a 9282 8935 24690 1166 2750 5569 61466 n/a 43110 5475 Minimum Total Load 61466 48585 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 Waifs Table 4.3.1- U-factors of Wood Frained Walls • Nofninal Rated R-value of Continuous Insuiation Cavity Frandng R-0 R-2 R-6 R-7 R-8 R-10 R-14 Spacing insulation Size A B C D E F G H 16in.OC None Any 1 0.356 0.208 0.147 0.114 0.102 0.093 0.078 0.059 : R-lltHH 2x4 2 0.110 0,090 0.076 n oce ' 0.062 0.053 0.052 0.043 R-13 batt 2x4 3 f"0.102 2 1 0J»5 0.072 0.063 0.060 0.056 0.050 0.042 R-15t)att' 2x4 4 0.095 Q.080 0.069 0.061 0.057 0.054 0.049 0.041 R-19 batt 2x6 5 ^0.074^ 0.064 0.057 0.051 0.049 0.046 0.043 0.036 R-21 batt 1 2x6 6 0.069 0X161 0.054 0.049 0.047 0.044 0.041 0.035 R-19 batt 2x8 7 0.065 0.058 0.052 0.047 0.045 0.043 0.039 0.034 R-22 ban 2x8 8 0.061 0JB4 0J)49 0.045 0.043 0.041 0.038 0.033 R-25 batt 2x8 9 0.057 0.CB1 0.046 0.042 0.041 0.039 0.036 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 0.035 0.034 0.032 0.028 R-38 batt 2x10 12 0.046 0.042 0.03? 0.036 0.035 0.034 0.032 0.028 R-38 batt • 2x12 13 0.039 0.036 0.034 0.032 0.031 0.030 0.028 0.025 Foamed 2x4 14 0.103 0.085 0.073 0.064 0.060 0.056 0.051 0.042 Plasticor Cellulose 2x6 15 0.071. 0.062 0.055 0.050 0.047 0.045 0.042 0.036 Insulations 2x8 16 0.056 .0.050 0.046 0.042 0.040 0.039 O.C»6 0.031 2x10 17 0.045 0.()41 0.038 0.035 0.034 0.033 0.031 0.028 2x12 18 0.038 0.035 0.033 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 batt 2x4 120 0.106 6.087 0.074 0.065 0.061 0.057 0.051 0.043 R-13 batt 2x4 21 0.098 0.082 0.070 0.062 0.058 0.055 0.049 6.041 R-15 batt 2x4 .:22 0.091 0.077 0.067 0.059 0.056 0.053 0.048 0.040 R-19 batt 2x6 23 0.071 0.062 0.055 0.050 0.047 0.045 0.042 0.036 R-21 batt' 2x6 SA 0.066 0.058 0.052 . 0.047 0.045 0.043 0.040 0.034 R-19 batt 2x8 25 0.063 0.056 0.050 0.046 0.044 0.042 0.039 0.033 R-22 batt ' 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 O.040 0.039 0.036 0.031 R-30 batt 1 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 0.035 0.034 0.033 0.031 0.028 R-38 batt 2x10 30 0.044 0.040 0.037 0.035 0.034 0.033 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 Foamed 2x4 32 0.099 0.083 0.071 0.062 0.058 0 055 0.050 0.041 Plaisticor Cellulofie 2x6 33 0.069 0.059 0.054 0.049 0.047 0.044 0.041 0.035 Insulations 2x8 34 0.054 0.049 0.044 0.041 0.039 0,038 0.035 0.031 2x10 35 0.044 0.040 0.037 0.035 0.034 0.033 0.031 0.027 2x12 36 0.036 0.034 0.031 0.030 0.029 0.028 0.026 0.024 Notes , 1. Higtier density fiberglass batt is required in these cases. 2. Continuous insulation tnay be instaiied on either the inside or the exterior bf the wall, or both^ 3. Foamed plastic arxi cellulose shall fill the entire cavity. Cellulose shall have a binder to prevent sagging. Joint Appendix JA4 - U-Factor, C-Factor, and Thermal Mass Data 2008 Joint Appendices JA4-7 4.2 Roofs and Ceilings Table 4.Z1 - U-factors of Wood Fratned Attic Roofs Rated R-value of Continuous insulation' Truss Spacing R-vaiueot AtSc insui^on None A R-2 B R-4 C R-6 D R-7 E . R-8 F R-10 G R-14 H 16in.OC None 0.300 0.187 0.136 0.107 0.097 0.088 0.075 0.Q5S R-11 2 0.079 0.068 0.060 o.ce3 0.051 0.048 0.CM 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 R-22 6 0.043 0.039 0.037 0.034 0.033 0.032 0.030 0.027 R-25 7 0.038 0J035 0X133 OUBI 0.030 0.029 0.028 0.025 R-30 8 " 0.032 0.030 0.028 0.027 0.026 0.025 0.024 0.022 R-38 « 0.026 0.024 0.023 0.022 0,022 0.021 0.020 0.019 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 0.018 0.018 0.017 0.017 0.016 R-60 12 0.017 0.016 0.016 0.015 0.015 0.015 0.014 0.013 24 in. OC None 13 0.305 0.189 0137 0.108 0.097 0.089 0.075 0.058 R-11 14 0.076 0.066 0.058 0.052 0.050 0.047 0.043 0.037 R-13 15 0.068 0.060 0.054 0.048 0.046 0.044 0.041 0.035 R-19 16 0.043 0.040 0.037 0.036 0.034 6JOS2 0.029 R-21 17 0.043 0.040 0.037 0.034 0.033 0.032 0.030 0.027 R-22 18 0.041 0:038 0.036 0.033 0.032 0:031 0.029 0.026 R-25 19 0.037 0.034 0.032 0.030 0.029 0.028 0.027 0.024 R.30 20 Co.osO 0.029 0.028 0.026 0.025 0.025 0.024 0.022 R-38 21 0.025 0.024 0.023 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.016 iR-49 23 0.019 0.019 0.018 0.017 0.017 0.017 0.016 0.015 R-60 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 ceiling, tieiow the lx>ttonfi ctwrd of the truss and t)e uninterrupted t>y franning. 2. In climate zones 1 and 16 the insulating R-value of continuous insulation materiais installed above the roofe waterproof membrane shallbe multiplied by 0.8 before choosing the table column for determining assembly U-factor. • This table contains thermal performance data (U-faptore) for wood framed attics where the ceiling provides the air barrier and the attic is ventilated. Wood truisses are the most common construction for low-rise residential buildings and for Type V nonresidential buildings. While the sketch shows a truss system with a flat ceiling, the data in this table may be used for scissor trusses and other non-flat trusses. If the bottom chord is not flat, then the slope should not exceed 3:12 for nonadhesive binder blown insulation. This table may also be used with composite trusses 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 insulation. Continuous insulation does not include the blown or batt insulation that is over the bottom chord of the truss (this is already accounted for in the U-factors published in (^lumn 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 Insuiation Nominal Framing Size None R-2 R-4 R-6 R-7 R-8 R-10 R-14 Spacing R-value of Cavity Insuiation Nominal Framing Size A B C D E F G H 16in. OC None Any 1 0.297 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 B-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 B-13 2x6 8 0.069 •0.061 0.054 0.049 0.047 0.044 0.041 0.035 B-15 2x6 9 0.062 0.055 0.050 0.045 0.043 0.041 0.038 0.033 B-19^ 2x6 10 0.056 0.050 0.046 0.042 0.040 0.039 0.036 0.031 B-21^ 2x6 11 0.052 0.047 0.043 0.040 0.038 0.037 0.034 0.030 B-19^ 2x8 12 ^•051^ 1 0.046 0.042 0.039 0.038 0.036 0.034 0.030 B-21 2x8 13 0.048 0.044 0.040 0.037 0.036 0.035 0.032 0.029 B-22 2x10 14 0.044 0.040 0.037 0.035 0.034 0.033 0.031 0.027 B-25 2x10 15 0.041 0.038 0.035 0.033 0.032 0.031 0.029 0.026 B-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 B-38* 2x12 18 0.029 0.027 0.026 0.025 0.024 0.024 0.022 0.021 B-38* 2x14 19 0;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 2.5 Insulation 2x6 21 0.052 0.047 0.043 0.040 0.038 0.037 0.034 0.030 or Cellulose 2.5 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 0.089 0.082 0.070 0.055 B-11^ 2x4 26 0.081 0.070 0.061 0.055 0.052 0.049 0.045 0.038 B-13^ 2x4 ^7 0.072 0.063 0.056 0.050 0.048 0.046 0.042 0.036 B-15* 2x4 28 0.065 0.058 0.052 0.047 0.045 0.043 0.039 0.034 R-19* 2x4 29 0.072 0.063 0.056 0.050 0.048 0.046 0.042 0.036 B-19*-^ 2x4 30 0.059 0.053 0.048 0.044 0.042 0.040 0.037 0.032 B-11 2x6 31 0.075 0.065 0.058 0.052 0,049 0.047 0.043 0.037 B-13 2x6 32 0.067 0.059 0.053 0.048 0.046 0.044 0.040 0.035 B-15* 2x6 33 0.060 0.054 0.048 0.044 0.042 0.041 0.038 0.033 B-19* 2x6 34 0.054 0.049 0.044 0.041 0.039 0.038 0.035 0.031 R-21* 2x6 35 0.049 0.045 0.041 0.038 0.036 0.035 0.033 0.029 B-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 B-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 0.020 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-Value Rated R-value of ConUnuous Insuiation Nominal Framing Size Of Cavity iiisul. M R-2 R-4 R-6 R-7 R-8 R-10 R-14 Spacing Nominal Framing Size Of Cavity iiisul. A B C D . E F G H 16in.OC Any None 1 0.238 0.161 0.122 0.098 0.089 0-082 0.070 0.055 2x6 R-11 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 ^.048^ 1 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 < 0.039 0.036 0-034 0.031 0.030 0.030 0.028 0.025 (9.25 in.) R-30 7 0.034 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 (11J25in.) 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 0-061 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 0.03S 0.033 0.031 0.030 0-029 0.027 0.025 (9.25 in.) R-30 15 0.033 0-031 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 0-022 0.021 0.020 (11.25 in.) This table contains U-factors for wood framed floors that are exposed to ambient (outdoor) conditions. This construction is common for lOw-rise residenfial buildings and for Type 4 nonresidential buildings. If continuous insulation is ndt used, then choices are made from Coiumn A- In this case, the insulation is installed only between the fnaming menibers. If credit is taken for continuous insulation, the insulation may be installed either above or below ttie 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-40 R-45 R-50 R-55 A B c D •• .E F' G H i J K L M None 1 12 in. horizontal 2 ^"•"^ 0.72 0.71 0.71 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. Irarizontal 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 0.58 0-56 0.54 0.52 0.510 0.505 0-502 36 in- vertical « 0-56 0.53 0.51 0.48 0.472 0.464 0-460 48 in. vertical 9 0.54 0.51 0.48 0.45 0.434 0.424 0-419 Fully insulated slab 10 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 wittrout carpet o . o Figure 4.4.7 - Unheated Slab-on-Grade Floor Horizontal insulation is continuous insulation that is applied directly to the underside of the slab and extends inward horizontally from the perimetisr for the distance specified or continuous insulation that is appiied downward from the top of the slab and then extends horizontally to the interior or the exterior from the perinneter for the distance specified. Vertical hsidation is continuous insulafion that is applied directly to the slab exterior, extending downward from the top of the slab for the (fistance specSTied. Fully insulated slab \s confinuous insulation that extends downward from the top to tiie slab and along the enfire perimeter and completely covers the entire area under the slab. Assumptions: Data of tiiis table is taken from the ASHRAE/IESNA Standard 90.1-2004, Appendix A. Joint Appendix JA4 - U-Factor, C-Factor, and Thennal Mass Data 2008 Joint Appendices . • ^ JA4-63 4.5 Miscellaneous Construction Table 4.5.1 - Opaque Doors Description U-factor (Btu/«F-ft^ A Uninsulated single-layer metal swinging doors or rmn-swingirigdoors, including single-layer uninsulated acx^ess hatches and tininsulated smoke vents: 1 1-45 Uninsulated (tout>le-layer metal swinff/nff doors or non-swinging doors, including double-layer uninsulated acx^ss hatches and uninsulated smoke vents: 2 0.70 • • Insulated metal sivin^ng CAXT/S, including fire-rated doors, insulated access hatches, and irisulated smoke vents: 3 V" 0.50^V Wood doors, minimum nominal thkdcness of 1-3/4 in. (44 mm), including panel doors with minimum panel thickness of 1-1/8 in. (28 mm), and solid core flush doors, and hollow cxire flush doors. 4 i 0.50 J Any other wocxl door 5 0-60 Uninsulated single layer metal n^/ i^dixTO indu^ 6 1-45 Insulated single layer metal sectional doors, minimum insulation nominal thickness of 1 -3/8 incti; expanded polystyrene (R-4 per incih). 7 0-179 Soiirce: ASHRAE 90.1-2004, Section A7- Joint Appendix JA4 - U-Factor, C-Factor, and Thermal Mass Data MICROPAS8 FENESTRATVOM VALUE'S. Table 2-4. Default Fenestration Product U-Factors (this table to be used by manufacturer's to establish a U-factor rating without performance testing) Single Pane Double Pane' Glass^ Franie Type ^ Product Type U-Bctor U-factor Block Metal ''V ; Operable 1.28 0.79 0.87 Metal Fixed 1.19 0.71 0.72 Metal Greenhouse/Garden window 2.26 1.40 Metal Doors 1.25 0.77 Metal Skylight 1.98 130 Metal, Thennal Break Operable 0.66 Metal, Thennal Break Fixed 055 Metal, Thennal.Brcak. Greenhouse/Garden window 1.12 Metal. Thermal Break . Doors 039 Metal, Thennal Break. • .Skylight I.U Non-Metal Operable 0.99 0.58 0.60 Non-Metal Fixed 1.04 0.55 0.57 Non-Metal Doots 0.99 0.53 Non-Metal . Greenhousc/Gaifden 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 foUows: a. Add 0.05 for products with dividers between panes if spacer is iess than 7/16 inch wide. b. Add 0.05 to any product with true divided lite (dividers through thc 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 Prdduct' Glazing Pane Pane Block' Metol Operable Qear 0.80 0.70 0.70 Metal Fixed Qear 0.83 0.73 0.73 , Metal Operable Tinted 0.67 0.59 Metal Fixed Tinted 0.68 0.60 Metal. Thermal Break Operable Clear 0.63 Metal, Thermal Break Fixed Qear 0.69 Metal, Thermal Break . Operable. . Tinted 0.53 Metal, Thennal Break Fixed Tinted 0.57 Non-Metal Operable Qear 0.74 0.65 0.70 iSion-Metal Fixed Clear 0.76 0.67 0.67 Non-Metal Operable Tinted • ' . 0:60 0.53 Non-Metal Fixed Tinted 0.63 OJSS SHGC = Solar Heat Gain Coefficient 1. Transiuscent or transparent panels shall use; riass block values. tXj^ NOTE - 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 not a tinted product. 2-38 COMPUANCE 12/16/2009 © 2009 by Enercomp, Inc All windows and glass doors w;ill 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. GLA'^\NG. AREA PLAN: f^A?ce^ 3 Cfrvf.nn-i' 3 >^ <o - 3 ^0-; SKYUC^HTS o ^//v^. (^>.r-V ^c^^<=>^ riBcHrSpeco. HEATIKJ^S, 4 A/C Hpa\z. C!A«E> FAU PNFUO^^ i^A^?. .FAU AHUECMIU.) BTU OUTPOT TXV WATER WBAT^R G,AUA-QU^ 5TAioo«enf'ix)^ EMEJ^^f FACTOR EXTv BUAHKHT Wot WzO RpeTvi^^uu. HVAC PUCT TB<=^T Hv^AC OU^CT t\^cu. :^pecc?. FAU 8Q% il II 11 K1/AN .8Z HIM. BO C^AU. ^ veeyFT spuMO ^j^DvtviAMcE f?E£?. (VF AKY") p^xoa TO A/C SET. CITY OF CARLSBAD TPM-XX-XX TENTATIVE PARCEL MAP FOR 1811 OAK AVENUE 2. me ONSTTT CARJWN'SWAt TO ftCHove pa scuui r-30' NO. OATt 1 2 4 ref CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 FaradayAvenue 760-602-2719 www.carlsbadca.gov This fom must be completed by the Gity, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The Gity will not issue any building permit without a completed school fee form. Project Name: OAK AVE 4 Proiect ID: CT/MS: MS13-06 Building Permit Plan Cfieck Number: CB140214 Project Address: A. P.N Project Applicant (Owner Name): Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: 1815 OAKAV 205-080-02-00 ZEPHYR CUSTOIVI HOIVIES LLC 4.281 SF SINGLE FAMILY DWELLING RESIDENTIAL SFD 1 NEW DWELLING UNIT(S) 4,281 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 .<;AKAh4(nT(0 Date: 4/?g/14 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) 1 1 Vista 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 (760-944-4300x1166) 1 1 San Dieguito Union High School District-By Appointment Only 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN ORWILL 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 /o-iG-iq PHONE NUMBER B-34 Page 2 of 2 Rev. 03/09 City of Carlsbad Fire Department Office of Flre Prevention Division ADDENDUM TO BUILDING 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. Ifyou need further clarification, please contact the Fire Prevention Division at (760)602-4665. Thank you. Deputy Fire Marshal Signature of Applicant CompanyName Phone Number 1635 Faraday Avenue ' Carlsbad, CA 92008 • (760) 602-4666 • FAX (760) 602-8561 CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Buildine@carlsbadca.gov ProjectAddress: PermitNo.: Cf^\^0^^ Information provided below refers to worh being done on the atxjve mentioned permit only. ^CA/C'^\ This form must be completed and returned to the Building Division before Ihe permit con be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains "20 New building sewer line? Ves No Number of new roof drains? JkXdcXJOfVi^^^^ Install/alter water line? MQ/) Number of new, relocated or replaced gas outlets?. Number of new hose bibs? L Residential Pennits: —^ g-r New/expanded service: Number of new amps: ^ ^-^-^ Minor Remodel only: Ves No ^^^^<L Commercial/industrial: Tenant Improvement: Number of existing amps invohedin this projed: Number of new amps involved in this project: New Construction: Amps per Panel: Single Phase Number of new amperes. Three Phase Number of new amperes Three Phase 480 Number of new amperes Number of nesu furnaces, A/Cr-or heat pumps? 2- New or^loccited duct \tKyc\{>.^.. Ves No^^_ Number oT new tire"pldces? ( Number ofngsALfiJ^hciust fans? \ Relocc^fe/install vent?j). Number'Sfrrewexhaust hoods? / Number of new boilers or compressors? Number of HP Y^^^^ B-18 Page 1 of 1 Rev. 03/09 City of Carlsbad Permit No: Address VALUATION WORKSHEET Assessor Parcel No. Date By Building Division Type of Work Area of Work Multiplier VALUE SFD and Duplexes 4,281 $110.17 $471,637.77 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 532 $28.74 $15,289.68 Patio/Porch/Carport 438 $9.58 $4,196.04 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 403 $15.57 $6,274.71 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 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 4,813 $3.11 $14,968.43 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential 4,281 $4.19 $17,937.39 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $530,304 Comm/Res (C/R): 0 Building Fee $2,366.54 Plan Check Fee $1,656.58 Strong Motion Fee $111.00 Green Bldg. Stand. Fee $20.00 Green Bldg PC Fee $150.00 License Tax/PFF $18,560.64 License Tax/PFF (in CFD) $9,651.53 CFD isthourof Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD $530,304.02 CFD EI Yes (PFF= 1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: 09-22-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCRl4l62 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 1815 OAKAV CBAD PCR 2050810300 $0.00 Lot #: 0 Construction Type: 5B MSI 30006 OAK AV 4-REVISE BATHTUB & DOOR OPENING TO MASTER BATHROOM Status Applied Entered By: Plan Approved Issued Inspect Area ISSUED 09/12/2014 RMA 09/22/2014 09/22/2014 Applicant: ZEPHYR PARTNERS Owner: ZEPHYR PARTNERS 700 2ND STREET ENCINITAS CA 92024 760 580-2508 700 2ND STREET ENCINITAS CA 92024 760 580-2508 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $145.00 $0.00 $0.00 Total Fees: $145.00 Total Payments To Date: $145.00 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/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely foliow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been aiven a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired. City of Carlsbad 1635 Faraday Avenue Carlsbad CA 9200S IIIIIIIIIIII Applicant: ZEPHYR PARTNERS Description Amount PCR14162 145.00 1815 OAK AV CBAD Receipt Number: R0104190 Transaction ID: R0104190 Transaction Date: 09/22/2014 Pay Type IMethod Description Amount Payment Other 145.00 Transaction Amount: 145.00 CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. Original Plan Check No. Project Address jP. \5 Qn. KK^^ . Date Q~ /2^~ /*-/ Contact |^\aAciu MvlUf Email PhJLiy^^£ii:25(S^ FaxZL Contact Address General Scope of Work cit^FACv r\ i\ri/-) Zip S^OZ^S Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: ""gj^lans • Calculations • Soils • Energy • Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets 1 Vx>^rvn l^,^^G'AW'V^'^n r^w^ ijO)xCJla\n c\^>i\\r\rx^^ -4AAQ. ^ b v(^r^rn. ' ^ M ^ I 5. Does this revision, in any way, alter the exterior of the project? D Yes ^ No 6. Does this revision add ANY new floor area(s)? DYes |^ No 7. Does this revision affect any fire related issues? O Yes |^ No 8. Is this a complete set? QYes K[ No -^Signature // / L 1635 FaradayAvenue, Carlsbad, 2008 £h: 760-602-2719 Fax:760-602-8558 EDTaiLbuildlng@carlsbadca.gov wwvy.carlsbadca.gov EsGil Corporation In (PartnersHip witH government for (BuiCding Safety DATE: SEPT. 22, 2014 • APPLICANT • JURIS. JURISDICTION: CARLSBAD • PLANREVIEWER • FILE PLAN CHECK NO.: 14-0214 (REV. #1) - NEW PCR #14-162 SET: I PROJECT ADDRESS: OAK AVENUE PROJECT NAME: SFR for ZEPHYR PARTNERS 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 codes when minor deficiencies identified below are resolved and checked by building department staff. r~| The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. r~] 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. I I The applicant's copy of the check list has been sent to: MANDY MILLER 11750 SORRENTO VALLEY ROAD, #130, SAN DIEGO, CA 92121 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: MANDY Telephone #: 760-580-2508 Date contacted: (by: ) Email: mandv(S)zeDhvr.partners.com Fax #: 858-678-8655 Mail Telephone Fax In Person 3 REMARKS: The master bath revisions are under this permit as well as minor structural changes. [Selected sheets of plans are impacted]. By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • MB • PC 9/15 9320 Chesapealce Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 14-0214 (REV. #1) - NEW PCR #14-162 SEPT. 22, 2014 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE PLANCHECKNO.: 14-0214 JURiSDiCTION: CARLSBAD (REV. #1) - NEW PCR #14-162 PREPARED BY: ALI SADRE, S.E. BUILDING ADDRESS: OAK AVENUE DATE: SEPT. 22, 2014 BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B/SPR. BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review; • Repetitive Fee Repeats Based on hourly rate • Complete Review • Other EsGil Fee $145.00 • Structural Only 1 $116.00 Hr. @ $116.00 Comments: Sheet 1 of 1 IIII jpar|j<4 TO pc^H3 I ^O-y/gs^ric uoj^ra^r^ SOIL^ ^evv^n:^ o^nr-a^ pc>w JT-pc^^ ^^^^r-^^^^^^^^ 3//'?//'/' 7L:(^/=C^ 'Y/x << Y Cm Sd ^wfcdj ^Li A, H i- Final Inspection required by: ^^pSn • CM&I failire • sW[cfo(2;g' p^issuED acv Applied . Date By BUILDING.^' PLANNING ENGINEERINGrvoV FIRE Expedite? Y N^^„^;^ C?7\^ DIGnAL FILES Required? Y N HazMat APCD Health Forms/Fees sent Reed Due? By Encina V N Fire Y N HazHealthAPCD ' 1 1 Y N PE&M Y N School C/t~ ?rli^fnJ Y N Sewer Y N Stormwater Y N Special Inspection ^}i^h^ V N CFD: Y (^U^ LandUse: CFD: Y (^U^ LandUse: Density: ImpArea: FY: Annex: Factor: PFF: (Y^ N Comments Date Date Date Date Building 31 ^^/'^ Planning Engineering Fire Need7 .^