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HomeMy WebLinkAbout1208 OAK AVE; ; CB091160; PermitCity of CarJsbad 1635 Faraday Av carlsbad, CA 92008 08-17-2009 Residential Permit Permit No: CB09 1160 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1208 OAK AV CBAD RESDNTL Sub Type: SFD2U 1561804900 Lot #: 0 $760,088.00 Construction Type: 5B Reference #: 2 Structure Type: MF274 0 Bathrooms: . 0 SPEC. HOME-4872 SFD W/640 2DU ATTACHED (1210 OAK)-1782 SF GARAGE, 1617 DECK, 242 SF PORCH Status: ISSUED Applied: 07/13/2009 Entered By: KG Plan Approved: 08/17/2009 Issued: 08/17/2009 Inspect Area: Orig PC#: Plan Check# Applicant: AVENUE VENTURE LLC 1821 S. COAST HWY' OCEANSIDE 92054 8587590381 --- BUSBY FAMILY TRUST 10-26-01 ç (1212 1 K"AVE / CARLSBAD CA 92008' Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee . Renewal Fee Add'I Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Red. Water Con. Fee Green Bldg Stands (5B1473) F I /$2,908.42 Meter Size '. $0.00. Add'I cI. Water Con Fe $1,890.47 . MeterFee $0.00 1 SDCWA Fee $0.00 .,. CFD Payoff Fee zlz:$76.01 --FF (3105540) , $0.00 . PEF (4305540) $0.00. License Tax (3104193) $0.00 License Tax (4304193) ) j$0.00¼ Traffic Impa& Fee (31055' A$0 00 \ Traffic Impact Fee,(43055' $6.'00 't Sidewalk Fee \ $0.00 PLUMBING TOT ELECTRICAL TOTAL \.$0.00 MECHANICAL'TOTAL $0.00 \ Housing Impact Fee" $0.00 Housing lnLieu Fee $°°° edit Fee >1 c $0.00 $0.00 \ \ $0.00 \ $0.00 $13,833.60 $12,769.48 1 1 $0.00 . ,..1 $0.00 $1,992.80 ) I - $2,247.20 so.áo I I $349.00 $60.00 $184.50 / I / $4,515.00 I IVIdLI LJIIIId9 $0.00 Séier Fee ./ $2,192.00 J $000 AdiitionaI Fees J $0.00 $2 A 8 O0 --'' •• TOTALPERMIT 'FEES . $43046.48 . LSIII,S(( 1\k\\) U Total Fees: Fees: $43,046.48 Total Payrrients To-Date: $0.00 ___IN S 1J-3ca,n e4 - 'ACHED FINAL APPROVAL Inspector: Date: &Z/ t/ to 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 permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void: or annul their imposition. . . You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any City of Carlsbad 1635. Faraday Ave., Carlsbad, CA 92008 760-602-2717/2718/2719 . Fax:760-602-8558 www.carlsbadca.gov Wilding Permit Application JOB ADOIdZSS - -• . ti to 7PRoJft#. — LOT# - PHASE# #OFUNITS ]# BEDROOMS #BATHROOMS TENANT BUSINESS NAME .. CONSTR.TYPE OCC.GROUP ESCRIrON OF WORK: include Square Feet of Affected Area(s) . .. ' 0LL3 $f -Wv 4o U clficl(Z iX) 12/0 oc ) /P72 fi ii / 2,pr cp EflNG USE JjQ . PROPOSED USE P D GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES # NOD AIR CONDITIONING YES 0 NOD FIRE SPR,KLERS YESNOD CONIACT NAME (If Different Fom Applicant) LIP APPC NAME V AODRZSS: •- •- • , - ADORE - t2 SC cask CrrY - -. STATE -Z Ca4 . Q& 42o4- CITY STAU U Z10. QA PHO I.FA PHONE -: EMAIL -- H-to o '.: CV'Y EMAIL - 1 - • PROPERTIA ER NAM - : CONTRACTOR BUS. NAME. aj,t,c4.X . •'• .. S. ADDRESS,.-: % 111 - ADDRESS . J. — CI STATE ZIP CITY STATE ZIP - PHONS FAX 'I PHONE FAX EMAIL EMAIL ARCH/DO I iER NAME & ADDRESS STATE LIC 0 STATE LIC 0 CLASS CITY BUS LIC # tSec. 7031:S t,,ieso and Professions Code: Any City or County, which requires a permit to construct. titer improve. demolish or , repair , any_sersure prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed jtursucu- :o the provisions of the Contractor's license law-{Chapser 9, commending with Section 1000-of Divisioo 3 of the Buuineso and Pro(essions (ode) or that he is exempt there Rom, and the basis for she alleged exemption. Any violation of - Section 103 l.k...4 any applicant for a permit sublectt the applicant to a civil penalty of not more than five hundred dollars {$500}). . rr3' . : •.- - -. ,, -. . Worker,., mpensatton Declaration I hereby affirm under penalty of perjuvy one of the following declarations:J I havi and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 370001 the Labor Code, for the performance of the work for which this permit is issued.: I ha-i.: :end will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' compensation insurance carrier and policy nuribi-r are: Insurance Co: Policy No. .. Expiration. Date, -Thissecli:ri,need not be completed if the'perrnit is for one hundred dollars ($100) or less. J Certii'iate of Exemption: I certify that in the performance of the work for which this permit is issued,1 shalt not employ any person in any manner so as to become subject to the Workers' Compensation Laws of - California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition k' tile cost of compensation mages as p ded form Section 70601 the Labor code, interest and attor e4ss. . - . COIn iACTOR SIGNATURE £LO Y' OA'LL___W€- &TE / heroiyaffirn: that lam exempt from Goiidctor's License.Law for fhe.followina reason: o as ownEr-of the properly or my employees with wages as their sole coni,ensdt ion, will do the work and the structure is not intànded or offered for sale (Sec. 7044, Business and Proessions Code: The Contractor's License La-,: does not apply to an owner of properly who builds or improves theredn, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale It hot i ver the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not appI to an owner of - - properly who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's Liceosk Law) -0 I am exempt under Section - - Business and Professions Code for this reason: - 1. I pl,-sonally plan to provide the major labor and materials for construction of the proposed properly improvement. 0 Yes .,do - -, : • - - - - - - (have / have not) signed an application for a building permit for the proposed work: I have contracted with the following person (firm)to provide the proposed construction (include name address.! phon / contractors' license number): - - - - 4 I Ian to provide portions of the work bull have hired the following person to coordinate supervise and provide the major work (include name! address phone contractors license number) 0 will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name! address/ phone! type 01 work) Pfl(uPEBTY OWNER SIGNATURE - / - • : - . -- - 'DATE - - - - - - - - .- ; - -r rd1 -1 L j) - là the applk.inl or future building occupant required to submit a business plan, acutely hazardous materials registration torm or risk management and prevention program under Sections 25505, 25533 or 25534 of the • - Preslev-Tai:,er Hazardous Substance Account Act? - DYes • 0 No .,• - • -' - - •.' - - • - - - - S - Is the applii-vnt or future building occupant required to obtdiC a permit from the air pollution contrbl district or air quality management district? 1- • 0 Yes • '0 No • - S - Is tts fxilij to be constructed within 1,000 feet of the Outer boundàty of a school site? - 0 Yris 0 No - ' S • S - S - - IF AtY F TKIE. ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET.OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERcE(C 'ERVICES AND THE AIR POLLUTION CONTROL DISTRICT. - - - - - - - - - 1'1L$5 S - - - ••- - -. -' I heby affirm that therE is - r - i tr t• )fl lending agency for the performance of the work this - rm it 1 1- u- d (Sec. 3097 (I) Civil Code). Lenders l'lrne • - - : Lenders Address I certifythal I rave mad the application and state thatthe above information iscoroectand thatthe information on the plans is accuratei agreeto complywith all Cityordinances and State laws relatingto buitdingconstt-uction. THE CITY OF CARLSBAD AGAINST Ii .L LIABIUTIES, JUDGMENTS, COSTS AND EXPENS ICH MA NY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THtS IT. ----------------- OSHA: An (i,HA permit is required lore va r5'O' de and de lition or cons cOon of àtructurds over 35tôAe5 irf height. •' - - - - EXPlRA11C.1-: Every permit issued by the uilding Official u - e prod ns of this Code all expire by limitation and become null and void if the building or work authorized bysUch permit is not commenced within 180 days Is the date of such per l building work lhonz -Ii puiiiiil is s spended or abandoned at any time after the work is commenced for a penod of 180 days (Section 106.4.4 Uniform Building Code) .APP IANTSSIGNATURE - DATE 1 / Inspection List Permit#: CB091160 Type: RESDNTL SFD2U SPEC. HOME-4872 SFD W/640 2DLJ ATTACHED (1210 OAK)-1782 SF GARAGE, Date Inspection Item Inspector Act Comments 02/11/2010 89 Final Combo. MC Fl GUARD RAIL COMPLETE 02/11/2010 89 Final Combo - RI 12/30/2009 19 Final Structural MC PA COMPLETE GUARD RAIL 12/23/2009 89 Final Combo MC PA OK TO OCCUPY PER W. FOSS, NOTICE FOR PERM GUARDRAIL 12/22/2009 89 Final Combo MC CO COMPLETE GUARDRAIL 12/18/2009 89 Final Combo MC PA NEED OTHER DEPT SIGN OFF AND COMPLETE ALL GUARD RAILING 12/17/2009 89 Final Combo MC PA OK TO RELEASE GAS 12/16/2009 89 Final Combo MC CO COMPLETE ALL TRADES 12/10/2009 39 Final Electrical MC AP EMR ONLY, OK TO RELEASE METER(S) 12/09/2009 89 Final Combo MC CO COMPLETE TRIM OUT & CALL FOR ELECTRICAL FINAL 11/17/2009 18 Exterior Lath/Drywall MC AP TUB AND SHOWER LATH, BOTH UNITS 11/17/2009 27 Shower Pan/Roman Tubs MC WC 11/16/2009 82 Drywall/Ext Lath/Gas Test TP AP 11/13/2009 17 Interior Lath/Drywall TP AP BASE LAYER FOR 1 H / SOUND WALL UNIT 2 AND GRG1 11/12/200916 Insulation MC AP 11/12/2009 84 Rough Combo MC AP SECONDARY FRAME, ELECT AND PLUMB @ 2ND UNIT HALL, BATH AND LAUNDRY 11/10/2009 84 Rough Combo MC PA COMPLETE MINOR PICK UP 11/09/2009 84 Rough Combo MC AP SEE JOB CARD FOR MINOR PICK UP 11/06/2009 14 Frame/Steel/Bolting/Weldin MC PA PRE -LIM @ 2ND UNIT HALL BATH & LAUNDRY LID 11/06/2009 15 Roof/Reroof MC AP DBL CKVENTILATION 11/04/200913 Shear Panels/HD's MC AP 11/04/2009 15 Roof/Reroof MC CO NEED APPROVED REVISIONS TO ROOF STRUCTURE. 11/03/200915 Roof/Reroof MC NR NEED APPROVED REVISIONS 10/30/200913 Shear Panels/HD's TP NR. PLAN, REV. NOT SUB. 10/26/2009 13 Shear Panels/HD's MC PA PRE-LIM AT STAIR TOWER, BD. #5 & REC. RM. SILLS & VERT STRAPS 10/13/2009 17 Interior Lath/Drywall MC NR NEED TO DRY IN 10/05/2009 34 Rough Electric MC AP TSPB FOR CONSTRUCTION POWER AT UNIT 1210 ONLY 09/30/2009 24 Rough/Topout MC PA WASTE, WATER & GAS PIPING BELOW • SUB FLOOR 09/29/2009 14 Frame/Steel/Bolting/Weldin. MC PA SUB FLOOR FRAME ONLY @ LINE 1-5 & C-E, DBL. CK MISSING DRAG STRAP @ • . C.I.P./JOIST 09/23/2009 11 Ftg/Foundation/Piers MC AP UPPER LEVEL STEM WALLS 09/22/2009 12 Steel/Bond Beam MC AP UPPER PAD STEM WALL STEEL LINE C- • E&1-5 , 09/18/2009 11 Ftg/Foundation/Piers PC • PA UPPER PAD FTG 09/14/2009 11 Ftg/Foundation/Piers ' MC PA LOWER LEVEL C.I.P. WALLFORMS Tuesday, February 16, 2010 . , . Page 1 of 2 09/09/2009 12 Steel/Bond Beam MC PA HORIZ. & VERT. STEEL AT C.I.P. WALL, LINE 2,5 & C 09/02/2009 1.1 Ftg/Foundation/Piers MC PA LOWER LEVEL PT FOUNDATION ONLY RECEIVED PT SOILS & FORM CERT. REPORTS @ LOWER LEVEL ONLY. 09/02/2009 31 Underground/Conduit-Wirin MC PA UFER OK . 09/02/2009 98 BMP Inspection MC PA ONGOING 08/25/2009 11 Ftg/Foundation/Piers MC WC. 08/25/2009 21 Underground/Under Floor MC AP WASTE ONLY & BLDG. P.O.C. 08/24/2009 11 Ftg/Foundation/Piers MC WC 08/24/2009 21 Underground/Under Floor MC CO COMPLETE ALL WASTE Tuesday, February 16, 2010 Page 2 of 2 City of Carlsbad i'• Final Building Inspection Dept: Building Engineering Planning CMWD St Lite re Plan Check #: Date: 12/09/2009 Permit #: CB091160 Permit Type: RESDNTL Project Name: SPEC. HOME-4872 SFD W/640 2DU Sub Type: SFD2U ATTACHED (1210 OAK)-1782 SF GARAGE,3,067 DECK, Address: 1208 OAK AV Lot: 0 Contact Person: CHARLIE WILSON Phone: 7605806616 Sewer Dist: CA Water Dist: CA Inspected Date By: '(- Inspected: //$O' Approved:— Disapproved: Inspected .. Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: CiLvot Carlsbad Final Building Inspection DEG - g 2009 Dept: Building En Planning CMWD St Lite Fire J Plan Check Date 12I09/2009- 1 . Permit #: CB091160 Permit Type: REL Project Name: SPEC. HOME-4872 SFD W/640 2DU Sub Type: SFD2U ATTACHED (1210 OAK)-1782 SF GARAGE,3,067 DECK, . j. Address: 1208 OAK AV Lot: 0 Contact Person: CHARLIE WILSON Phone: 7605806616 Sewer Dist: CA , Water Dist: CA Inspected . Date / By: _________ Inspected: /2/,"/f6/ Approved: Disapproved: ate By: Inspected ,6 Inspected:Approved: Disapproved: ? Inspected Date '. By: Inspected: Approved: ______ Disapproved: Comments: 12//i 6 7 'I 4 Cliv of Carlsbad i50A Final Building Inspection Dept: Building Engineering JR11anning CMWD St Lite Fire Plan Check #: Date: 12/09/2009 Permit #: CB091160 Permit Type: RESDNTL Project Name: SPEC. HOME-4872 SFD W/640 2DU Sub Type: SFD2U ATTACHED (1210 OAK)-1782 SF GARAGE,3,067 DECK, Address: 1208 OAK AV Lot: 0 Contact Person: CHARLIE WILSON Phone: 7605806616 Sewer Dist: CA Water Dist: CA Inspected Date By: \IPç k t, Inspected: Z Z,VY'1 Approved: ckry Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: PORTER INSPECTIOIju Any where any time PH. 760 889 9762 Around the world, Around the clock V - 1536 Downs St. Oceanside. Ca. 92054 DAILY INSPECTION REPOR11 CLIENT Oak Avenue LLC PROJECT 1204 & 1206 Oak Avenue-Lot 3 DATE 9/1/2009 ADDRESS 1204 & 1206 Oak Avenue ARCHITECT Studio 4 Architects crry Carlsbad, Ca. 92008 V 2909 Mesa Drive, Oceanside, Ca. V JOB# V Ghostrider, Inc.' V V ENGINEER Swanson & Associates - BUILDING PERMIT/DSA/OSHPD# CB090722 V 17055 Via Del Campo Ste. 100, San Diego, Ca, PLAN FILE# N/A CONTRACTOR Owner w. o. # N/A UllJ P. T. Concrete P. T. Strands: ASTM A-416/270 K, W' Approved Plans Available Rebar: Gr/Type: A-615/grade-60 V Rebar Clearances Approved Rebar Positions Approved Rebar Sizes Approved V . Rebar Lapsl Approved Tendonsl Approved REMARKS: Inspected rebar and tendons on project as shown on approved plans. Rebar and tendons were found to be of grade, size and in conformity with approved V drawings for project. Tendons ends are per approved drawings. Work on project is ongoing. I V lVVt. j JV 41 V V ;_V.I ••••V_ V Vr V -. V * •VV V W.S. & I.C.C. & San Diego #728 Form: wGAsA./GR.01-2008. Revision (07) 08/08 MAIN OFFICE L S 4611 5731 PALMER WAY • SUITE 8 • CARLSBAD CA 92010 (760) 438-1726 • FAX (760) 438-399.1 riplsi@pacbell.net. PO F1' (TI (J1 C) . C) - U U ______________ - - PQ 24.31' EfiR C1Jk —17.02'----- 13.99 14.09 Ln - .-', 9.000' -69.00'. - I I- PARCEL I Ln 1 1208 & 1210 OK AVE. H AVE. • / iH I __ _____ - - 12.833' G R > 1l c'SR I 114,08 • . I rN'_ n_ _ _____ __ -- co I - 24.34' —17.00'- NJ ---' 22000 9009' ' .. .. . I - SIR ""AYI-OR GROUP, INC DAILY FIELD REPORT PROJECT NAME: 2. '1-V ,4t4 PROJECT NUMBER: Crnl ,60 5I DATE: 2( -6 \ BY: TRAVEL TIME: From: 7 t./ ' To: From: £ oo To: c MILEAGE: From: To: From: To: FIELD TIME: From: ,-,. To: ________ From: _________ To: __________ ____________ I • CONTRACTOR(S)/SUBCONTCTORS ON SITE: (/f CONTRACTOR EQUIPMENT IN USE: I NOTES/DESCRIPT.10N OF WORK ~jl 14 1J MIMI Iu IIIIIIIIIIIII III, 11152=00 Oil COMMA --- —i SHEET OF TGI FIELD INSPECTOR (Sign a __E EsGil Corporation In PartnersIiip with Government for Bui/iuing Safety DATE: AUG. 04, 2009 JURISDICTION: CARLSBAD PLAN CHECK NO.: 09-1160 SET: H NT JURIS. U PLAN REVIEWER U FILE PROJECT ADDRESS: 1208 & 1210 OAK AVENUE PROJECT NAME: DUPLEX FOR OAK AVENUE VENTURE LLC LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list. and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the, check list is enclosed for the jurisdiction to forward to the applicant contact person. LI1 The applicant's copy of the check list has been sent to: 'Paul Longton 2909 Mesa Dr., Oceanside, CA 92054 Esgil Corporation staff did not advise the applicant that the plan check has been completed; LII . Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: P?.ul Telephone #: 1-760-722-4904 Date contacted: (by: , ) Fax #: 1-760-722-4903 Mail Telephone Fax In Person Over the Counter Corrections: # 1): Specify I-hr. wall between garage # 1 & 2, on Sheets A- - 1.0 & E-1.0. Also show mm. 24" separation between outlets on both sides of this wall on E-1.0; #2): On Sheet Si, specify the interior footings are also 15"x18" deep, typical. By: AL! SADRE ' . . Enclosures: EsGil Corporation LII GA LI MB LI EJ El PC 7/29 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858).560-1468 • Fax (858) 560-1576 EsGil corporation In (Partnership with Government for Bui[ufing Safety DATE: JULY 21, 2009 ICANT 'JURISDICTION: CARLSBAD• D PLAN REVIEWER .J FILE PLAN CHECK NO.: 09-1160 SET:I PROJECT ADDRESS: 1208 & 1210 OAK AVENUE PROJECT NAME: DUPLEX FOR OAK AVENUE VENTURE LLC LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. E The plans transmitted herewith will substantially comply with the jurisdiction's building codes ,when minor deficiencies identified below are resolved and cheàked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Paul Longton 2909 Mesa Dr., Oceanside, CA 92054 El 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: Paul Date contacted :7 /2 íA' Mail /Telephone ' Fax Person. REMARKS: Telephone #: 1-760-722-4904 Fax #: 1-760-722-4903 By: AL! SADRE Enclosures: EsGil Corporation El GA [] MB LI EJ [1 Pc 7/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • .Fax (858) 560-1576 CARLSBAD 09-1160 JULY 21, 2009 PLANS The following note should. be given with eachcorrection list: Please make all corrections, asreqUested.in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, SanDiego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and, calculations/reports diredtlyto the City of Carlsbad Building Department-for routing to their Planning, Engineering and Fire Departments. 0 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.: A reminder that the plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or arcuitect responsible for their-preparation, along with structural calculations.. (California business and Professions Code). EXITS, STAIRWAYS, ANQ RAILINGS The walls and soffits of-the enclosed usable. space under interior stairs shall be protected on the enclosed side with 1/2-inch.gypsum board. Section 1009.5.3. ... ROOFING 0 Specify roof deck slope on the, plans. .. 0 . STRUCTURAL. Please submit a copy of the soils report for this, project to EsGil for review and approval. . . ... . Please indicate the size of all the interiorfootingsas well on the foundation plans or on the structural details-on Sheet S5.• . Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been, r4ewed and that it has been determined that the recommendations in.the soils'report are properly incorporated into the construction documents: '. CARLSBAD 09-1160 JULY 21, 2009 7. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and C) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 5% within the first 10 feet (2% for impervious surfaces). Section 1803.3; Please provide evidence that the engineer-of-re'cord (or architect) has reviewed the truss calculation package prepared by others (i:e., a "review" stamp on the truss calculations or letter). Section A106.3.4.1. Provide truss details and truss calculations for this project. SpeOify on the plans truss identification numbers. MECHANICAL The floor area of the, heated area as per plans should be 5,512 versus 4,570 as noted in the T-24. Please revise the T-24 calculations and Sheet T-24 imprint accordingly. Please show the location of the FAU and W/H for each unit. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows. CIVIC Section 504.3. . Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 904.11.5. . •. . ELECTRICAL Provide electrical load calculations justifying 125 amp service for the 4,872 s.f. unit as noted on Sheet E-1.0. 0 Please show 24" separation between the outlets on opposite sides of the one hour rated walls on Sheet E-1 .0. Please show fluorescent lighting in the kitchen is switched at the entry. Pleas show 5/0's in each bedroom and hallways leading to the bedrooms on electrical plans. • 0 All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault-circuit protected." CEO Article 210.12(B). 0 CARLSBAD 09-1160 ' V JULY 21,2009 S PLUMBING In the garage, provide an adequate barrier to protect the, water heater from vehicle damage. An 18" platform.for the water heater does not satisfy this requirement. CPC Section 508.14. MISCELLANEOUS & CITY POLICY ITEMS Show tempered glass for windows within 5' of stairs and stair landings on A-2.0 in bedroom #4. 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 perpendicular to TJI flanges. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. lf,the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above'theroof drain. Policy 84-35. V "The City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications.for'this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35)." All flexible metal conduits, Type AC cables, Type MC cables, Mineral insulated metal sheathed cables, and non-metallic conduit systems shall have equipment ground conductors run with the circuit condUctors. 1812.247. The LIFER ground may only be a copper conductor for commercial and industrial electrodes. Rebar is allowed for residential use only' up t6200 amperes. The use of flexible metal conduit as-a grounding means must comply With City Policy 84-36. No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval' by the Building 'Official. (City Policy). All horizontal feeders in multiple-occupancy, combustible frame dwellings shall be installed underground or outside the building unless otherwise approved. (City S Policy 84-37). 5 5 5 Automatic sprinklers are required for buildings having an aggregate floor area of 5,00G sq. ft. or more. City ordinance. ,• V S CARLSBAD 09-1160 . . JULY 21, 2009 . New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City. Ordinance No. 8093). Note "two 3/4" copper pipes must be installed to the most convenient .future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance NO. 8093). All chimneys attached to any appliance or fireplace that burns solid fuel shall be equipped with an approved spark arrester. The netfree area of the spark arrester shall be not less than four times the net free, area of the outlet of the chimney. The spark. arrester screen shall have heat and corrosion resistance equivalent to. twelve gauge wire, nineteen gauge galvanized wire or twenty-four gauge stainless steel. Openings shall not permit the passage of spheres having a diameter larger than one-half inch and shall not block the passage of spheres having a diameter of less than three-eight. inch. City ordinance. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). The unit addresses as noted in-the table under development information on the title sheet does not match the application, clarify. 36: To speed up the review process, note on this list (ora copy) hre each correction item has been addressed; i.e., plan sheet, note or.detail number, calculation page, etc. . 37. Please indicate here if any changes have beOh made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been-made to the plans not resulting from this correction list? Please indicate: Yes . No U 38. 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 ALl SADRE at Esgil Corporation. Thank you. . - . CARLSBAD 09-1160 JULY 21,2009 [DO NOT PAY T THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD . PLAN CHECK NO.: 09-1160 PREPARED BY: AL! SADRE DATE: JULY 21, 2009 BUILDING ADDRESS: 1208 & 1210 OAK AVENUE BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING AREA 5512 GARAGE 1782 DECK . 1617 PATIO 242 AirConditioning Fire Sprinklers 14o3. 3, TOTAL VALUE . 746,057 Jurisdiction Code CB TBY Ordinance Bldg. Permit Fee by Ordinance $,01 Plan Check Fee by Ordinance I $17,71 8,731 Type of Review: W Complete Review 1 Structural Only r Repetitive Fee N rother Repeats ._. Hourly 1Hr. @ * EsGil Fee I . $1,480.75' r. r r Comments: Sheet lof 1 macvalue.doc + of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: Is /c PLANCHECK NO.IPCO 9- BUILDING ADDRESS: /c '/Jiio 0&A- 11-PROJECT DESCRIPTION: /1)Sj-) 2 z - ASSESSOR'S PARCEL NUMBER: EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. DENIAL Please see the attached list of outstanding issues marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building Dept. for resubmittal to the Engineering Dept. Only the applicable sheets have been sent By: LI A Right-of-Way permit is required prior to construction of the following improvements: By: By: NEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: Date: Date: Date: :FICIAL USE ONLY /(---/,o ~ ATTACHMENTS ENGINEERING DEPT. CONTACT PERSON Li Engineering Application Name: F KATHLEEN M. LAWRENCE LI Dedication Checklist City of Carlsbad o Improvement Checklist Address: 1635 Faraday Avenue, Carlsbad, CA 92008 O Neighborhood Improvement Agreement Phone: (760)6 . 02-2741 E Grading Submittal Checklist NOTE: If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. 0 - Right-of-Way Permit Application and Info Sheet - D Storm Water Applicability Checklist/Storm Water Compliance Exemption Form 1635 Faraday Avenue • Carlsbad, CA 92008!7314 . (760) 602-2720 • FAX (760) 602-8562 19 BUILDING PLANCHECK CHECKLIST SITE PLAN 1 ST 2ND 3RD Q-b LI 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow F<Right-of-Way Width & Adj Streets -BTExisting .& Proposed Structure/' Q-Driveway widths - --e---Existing Street Improvements H. Existing or proposed sewer lateaIi''- Property Lines (show all dime io ns Existing or proposed water service Easements ~DWG xisting or proposed irrigation service ubmit on signed approved plans No. LI 0 2. Show on site plan: I A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. - - 2. 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, type, 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. D. Sewer and water laterals should not be located within proposed driveways, per. / standards.' - 0 0 0 3. Include on title sheet: / A. 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. EXISTING PERMIT NUMBER DESCRIPTION - - • 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. - •'• 2 'BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 1ST 2ND 3RD D D 4a. Project does not comply with the following Engineering Conditions of approval for Project No.___________________________________________________ D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 2'D D 5. 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 $_17,000 , 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:_________________________________________ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2 x 11" plat map and 'submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application • form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. • Dedication completed by: Date: IMPROVEMENT REQUIREMENTS D. • 6a. 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 $_82,000 , pursuant to, Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: • 3 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD El El . 6b. Construction of the public improvements may 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 4100 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. Future public improvements required as follows: * LI 0 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: 0 0 0 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to 'building site. must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16 of the Municipal Code. U 0 0 7a. 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. . 0 Li 7b. Grading Permit required. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. 0 0 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required document tion must be provided to your Engineering Construction Inspector frt, per the attached list. The Inspector will then provide the Engineering Counter with a release for the Building Permit. U 7d. No Grading Permit required. - - c_I . CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: DATE: PROJECT ID:, GRADING PERMIT NO. LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE. COMPLETE 0 = Incomplete or unacceptable 1st 2' 1. Site access to requested lots adequate and logically grouped. Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 8 1/2 x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases).- EOW certification of'work done with finish pad elevations of specific lots to be released. Letter must state lot(s) is graded to within a tenth (.1) of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist. Fully functional fire hydrants within 500 feet of building combustibles and an all weather road access to site are required. LI El Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. 0 Partial release of the site is denied for the following reasons: 3 Project Inspector Date Construction Manager Date BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS 1S1 2ND 3R0 LI LI 0 (8. A 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: LI LI 0 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you must complete the attached Industrial Wastewater Discharge Permit Screening Survey. Fax or mail to Encina Wastewater Authority, 6200 Avenida Encinas, Carlsbad, CA 92011, (760) 438-3941, Fax (760) 476-9852. STORM WATER COMPLIANCE LI 10a. IJ Requires Project Storm Water Permit: PSP________ 0 Tier Iffier II (Requires SWPPP) - Please complete attached forms 0 Exempt - Please complete attached exemption form STORM WATER APPLICABILITY CHECKLIST LI LI LI 10b. 0 Priority Project O Not required FEES LI ii equired fees are attached 0 Drainage Fee Applicable - •. Added Square Fee Added Square Footage in last two years? yes - no Permit No. Permit No. Project Built after 1980 - yes no Impervious surface > 50% - yes no Impact unconstructed fac. yes - no 0 Fire Sprinklers required - yes no (is addition over 150' from CL) Upgrade _yes no • No fees required - 5' 5 1ST LJ p . I BUILDING PLANCHECK CHECKLIST WATER METER REVIEW 2ND 3RD 0 0 12a. Domestic (potable) Use Ensure that the meter proposed by -the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. 0 0 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". 1. If the improvement plans do not list the irrigation meter . and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically the Planning Dept. Landscape Consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: •' Hydraulic grade line • - . Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) . Worse case zone (largest, farthest away from valve - Total Sprinkler heads listed (with gpm use per head) . Include a 10% residual pressure at point of connection 6 BUILDING PLANCHECK CHECKLIST 1ST. 2N0 3RD El El El 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SOC WA for this. El [1 El 13. Additional Comments: I SS -> p 7 ENGINEERING DEPARTMENT FEE.CALCULATION WORKSHEET (0 B° 9 Address: Bldg. Permit o. Prepared by: Date: Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: 3 F Sq. Ft/Units: EDU's: 2. Types of Use: .- D Sq. Ft./Units: EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SF Sq. Ft./Units: AOl's: Types of Use: S L k.. Sq. Ft./Units: ADT's: FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)D NO 1. PARK-IN-LIEU FEE PARK AREA & #: FEE/UNIT: X NO. UNITS: =$ - Reso No. . Line Item: 2 TRAFFIC IMPACT FEE ' IOFEEJADT 'DIST. 0 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 #2 DIST. #3 j ADTs/UNITS: X FEE/ADT: S O 4. FACILITIES MANAGEMENT FEE ZONE:________ UNIT/SQ.FT.: X FEE/SQ.FT./UNIT:_______ 4 5. SEWER FEE . 2- / EDU's: X FEE/EDU/09_' (2 - BENEFIT AREA: EDU's: X FEE/EDU: $ 6. DRAINAGE FEES PLDA : HIGH MEDIUM LOW god- - 0 / ACRES: X FEE/AC: ) 0 7. POTABLE WATER FEES S S UNITS CODE CONNECTION FEE MET FEE DCWA FEE IRRIGATION rv J TOTAL OF ABOVE FEES*: $____________________ WordtDocstMlóformstFee Calculation Worksheet • -. - S Rev. 7/14/00 CITY OF CARLSBAD GRADING INSPECTION CIIECKUST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR:_It4ó S 4tf4 DATE: _t /Z#/o ? PROJECT ID ,LLc iO /_PC4O3'2.GRADING PERMIT NO.______ LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE !COMPLETE 0=Iwimp or unacceptable 1st1 2nd. V'1 1. Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from OwnerfDev. requesting partial release of specific lots, pads Or bldg. 'I - 5. '8W xli" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has f been submitted with a previous partial release, a latter from soils I engineer referencing the soils report and Identifying specific lots for N release shall accompany subsequent partial releases). / 7. EOW certification of work done with finish pad elevations of spàclflc lots / to be released. Letter must state lot (s) is graded to within a tenth (.1)of V the approved grading plan. / 8, Geologic engineers letter if unusual geologic or subsurface conditions exist. / 9. Fully functional fire hydrants within 500 feet of building combustibles V - and an all weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of building permit issuance. Issuance of building permits Is still subject to all normal City requirements required pursuant to the building permit process. [I] Partial release of the site Is denied for the following reasons: - _____ Project Inspector Date Construction Manager Date ' JLEASTER.FC1ARTSITE,FP.M 0 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB091160 Address 1208 Oak Avenue Planner GINA RUIZ Phone(760)602-4675' APN: 156-180-49-00 Type of Project & Use: SFR &SDU Net Project Density:1.0DU/AC Zoning: R-1 General Plan: RM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ . . (For non-residential development: Type of land used created by this permit: - - . Circle One . W . . Legend: Z Item Complete LI Item Incomplete - Needs your action LI LI Environmental Review Required: YES LI NO Z TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: . LI LI Discretionary Action Required: YES LI NO Z TYPE APPROVAL/RESO. NO. DATE PROJECT NO. • OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO CA Coastal Commission Authority? YES D NO 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): LI LI Habitat Management Plan Data Entry Completed? YES LI NO LI If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) LI LI Inclusionary Housing Fee required: YES NO LI $4,515 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) • Data Entry Completed? YES Z NO LI (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • H:'ADMlNTemplate\Building Plancheck Review Checklist.doc Rev 4/08 Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope Required 20' Shown Required Shown 8. Required N/A Shown .N/A Required IJL Shown ilL Required N/A Shown N/A SEE ADDITIONAL COMMENTS BELOW Policy 44 - Neighborhood Architectural Design Guidelines AppIicability:YES NO Project complies: YES El NOD 2. Accessory structure setbacks: Front: Required Interior Side: Required Street Side: Required Rear: Required Structure separation: Required Shown Shown Shown Shown Shown' Lot Coverage: 'Required LESS THAN 40% Shown 34?/o Height: Required 30' OR LESS IF ROOF PITCH IS 3:12 LESS THAN 3:12 PITCH=24' MAX Shown 29.10' w/4:12 Roof Deck Required, LESS THAN 24' Shown Z Parking: Spaces Required 2 Shown j (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments' #1. Please sign the attached Affidavit of Compliance for a Second Dwelling Unit. #2. Closet is not permitted on roof deck. Only mechanical equipment enclosure or stair enclosure can go above the height limit, but not above the railing, on a roof deck. Please revise. #3. On sheet A7.0 give dimensions for height of crawl space. #4. Three stories is not permitted in R-1 zone, please change the labeling of all references of "third floor" to "basement" (if meeting definition) #6. On the front sheet and sheet A2.0 add the finish floor elevations. PLANCHECK 2: #1. Please return the Affidavit of Compliance for a Second Dwelling Unit. #2. In order for the design of the structure above the height limits of the roof deck to be permitted, it can only be approved if it is completely open to below. Please revise plans to show call out that information. tl 41 DO TIt. . 1Ze'o ki4 9J OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER &- DATE44/Pj ) H:\ADMIN\Template\Building Plancheck Review checklist.doc Rev 4/08 Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category. RESDNTL, SFD2U Date of Repo: 08-07-2009 Reviewed by: ,Name: AVENUE VENTURE LLC Address: 1821 S. COAST HWY OCEANSIDE 92054 Permit #: CB091160 Job Name: SPEC. HOME-4872 SFD W/640 2DU Job Address: 1208 OAK AV CBAD INC PLETE e 1 ou have sub itted fo jew is inco plete. t this time t offlce imot ade ately duct a r jew to de, me co pliance with e applic ble codes dlor s dar P1 ase review carefu all co ents ttached. Please mit the necessary ns dlor specifi tio , with c es "clouded", .. to this office for review and approval. Conditions: . S Cond: CON0003 602 [MET] APPROVED: . . THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. • THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLEREGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW.. Entry: 08/07/2009 By: df Action: AP 'V Concrete: V 2,500 psi at 28 days, U.N.O. V V Higher strength whei'e noted V - Soils A bearing: V V V 2509 psf Soil Bearing b+L.- V V Taylor Group V V V project TGI G09.00519 •V V Floor Loads psf Lt. wt. topii V, V Floor Finish (carpet) 1.2 1.2 Sheathing V 2.0 2.0 Joists •, .2.6 • 2.6 V V Ceiling V 2.6V 2.6 Misc. ,& insulation 3.6 V 3.6 12.0 psf . Floor Live Load .......................... .V 40 psf V V V Balcony Live Load .......................60 psf • V Exit Live Load .........................V 100 psf Interior Walls V psf V psf V V V Shear panel V - ' 2.0 V V V Studs.!V 1.1 1.1 V Gypsum board . 4.4 - 44 - V Mk- &Atikitiôn Ak 5 2 V. - V V. - •VVVVV 0FESSi0 V STRUCTURAL V 4459 CALCULATIONS • V VV d.CM \ : V V 1ISSUE DATE V June 10 2009 V OF CAL\ V bescription: (2) Story Wood frame Client: Oak'Avenue LLC V Name: Oak Ave Lot 3 V V l3 buplex V VV Mutual Partners - V V Carlsbad CA V V V V Charlie Wilson: Agent.' V V V Building Type: V Bearing wall system V '. Construction: Stud walls, sawn lumber V V wood tithbers,plywóod sheathing V Codes; . 2007 California Building Code V - 2006 IBC, ASCE 07-05, 2005 NOS Wood: Studs - Stud grade. Standard & btr. 'V Posts - Standard & better - 4 V Beams - bF#2 or better V Joists - I-Joists V r GLBs - 24F-1.8E V V• V LSL - laminated strand rims and beams V V V V V V LVL - laminated veneer microlom beams and joists V V PSL - parallel strand beams V V V WIL V_________________________ V V Roof Loads V psf V Roofing (tile)-..'. V V 95 V . Sheathing V V ' 14. V Rafters or trusses V - 3.2 V V Ceiling V "V 2.2 V . Misc. & insulation :1.7 V V Total Roof DL ............................................................18.0 psf. V Roof Live Load (less than 6:12 pitch) ....................20 psf V - V V Roof Live Load (6:12 and 7:12 pitch) .................. V 18 psf V Roof Live Load (8:12 pitch or steeper) ................16 psf V V Exterior Walls V V psf V Stucco or siding V VVV V V V 8.0 Studs , 1.1 Gypsum board V 2.2 V Misc. & insulation V V 2.7 V V V Total Wall bL 14.0 psf V Swanson A Associates V 17055 Via Del Campo, Suite Section Properties & besign Loads 2007 CC Moment Roof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of LDF: 1.25 LDF = 1.00 (ptf) Size Size Modulus Inertia Allowable Allowable Span in feet for beam or joist sizes (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration, Laterally fully braced; repetitive member increase for 2x members, inches 1 inz in a in (Ibs) (lb-ft) (Ibs) (lb-ft) 3 ft. 4ff. 5ft. 6ft. 7ff, 8ft. 9ft. loft. lift, 12 ft. Oft. 14ft. Oft. 16 ft. 17ft. 18 ft. 19 ft. 2x4 15x35 525 306 536 788 211 630 169 11 8 7 5 4 3 3 2 2 -2- Jz5 j J f 8g(8 63 48 37 29 23 19 15 13 11 9 2x8 -.7.257 15 1088 I 13.14 4763 1,631 1,700 1,305 1 360 1,094 4O990, -"76 53 43 35 30 25 21 K1,129 MR2 MOM E _44 109482O _451 _77_5b 2x12 15 x 21.25 1688 ( 3164 17798 2,531 3,411 2,025 2,729 1,094 820 656 547 .79 2:j _3i'4O7 2 _1094820656_547469410 4*4 - NE 3.5 x 3.5 12.25 7.15 _ WAls- 12.51 Imams? _ 1,838 1,005 1,470 804 10 3,045 2,989 7;l5 Z5Z *I V 176 111 74 MN 52 38 29 22 17 14 11 9 8 7 6 84 1J 1118667544436302522 4x8 3.5 x 7.25 25.38 I 3066 111.15 3,806 3,737 _10083695849 I 2_188 f4g2~z iO 52 ! I 4x12 3 5 x 1125 3938 73 83 415.28 5,906 8,459 4725 6768 - H-- 4,375 3,2 8 I i6t 11 W111-I '- "M31 ±ME 437532812625 3,~k j4xi 5jx2 468" 67r E't '854 _;_ 4x16 _35x1525 _5338 _9i8i$W _13566 _103442 2,188 640511305 6s4-MA- 925 112 65i _800614131 ra 888 43T 1OJtI5O 7740-0,901.1, 1022_75_36Z5__17511782604535 _2722 _181512109 6x6 5.5 x 5.5 30.25 141 2773 76.26 36 4,285. 3,466 3,428 2 773 5 L an-175 134 106 85 69 57 47 40 34 _17514412010186 6x10 55x95 5225 8273 _437532812625 6875_244205175 I 39296 7,402 11,634 5,922 9307 BjW 6,875 6x14 55 x 13 5 7425 16706 112767 10519 23 188 8 415 18 550 6 875 5 156 4 125 3 438 2 946 15 1515 Offi 14' Timberstrand LSL rim board & 14" Timberstrand LSL 1k11 -l3L a. 1_8081_3561085904775678592432325250197157128105887463 14x14 LSL 1.25 x 14.0 17.50 40.83 285.83 10,865 13,168 8,692 10,534 1,808 1,356 1,085 904 775 678 603 543 493 410 322 258 210 173 144 121 103 14xi6i5 j6 W'0% 'j' 18081__3561085904775678603543493452417385313258215181154 I'98 14x114 LSL 1.75 x 11.88 20.78 41.13 244.21 5,368 9,971 4,295 7,977 1,633 1,225 980 817 700 613 544 490 445 404 318 254 207 170 142 120 102 i5l 5-kj4 1_6331_225980817700613544490445408377350327279233196167 6'-5 V6_452 io'ô 1146 LSL 1 1.75x16.0 1 28.00 1 74.67 1 597.33 17,23317,611 15,78714,089 11,6331,225980817700613544490445408377350327306288272249 34'1'imberstrandL5L 34x4+ LSL 3.5 x 4.38 15.31 11.17 24,42 5,104 2,170 4,083 1,736 15438685 484 280 176 118 83 60 45 35 28 22 18 15 12 10 9 Jjj 2_38O 556350235165120 _90705544362924 __21 _18 34x74 LSL 3.5x7.25 25.38 30.66 111.15 8,458 5,687 6,767 4,550 2,380 1,785 1,428 378 275 207 159 125 100 82 67 56 47 40 ' 538 ff 35 x 95 33.25 '380178514281190102 j _463348268211169137113947968 5265 25007 8,590 13,027 6,872 10,422 34x94 LSL 5,600 4 980 714 537 413 325 250 212 174 145 123 104 -8 Z38i X9 5,600 5_6004_2003_36OT ___891687540432352290242203173 34x114 LSL 3.5 x 11.88 41.56 82.26 488.41 8,590 15,953 10,737 19,941 5,600 4,200 3,360 2,800 1,048 808 635 509 413 341 284 239 203 j ,_6004_2003_3602_8002_833678558465392333 34x16 LSL 3.5x16.0 56.00 149.33 1,194.67 14,467 35,222 11,573 28,178 5,6004,2003,3602,8002,4002,1001,8671,6801,5271,4001,292 833695585498 (A) At roof loading conditions where shear or bending governs, use, a 1.25 LDF adjustment to the above values. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. Shading in the span / allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the righ t . a SectionPrOprites &besign Loads 2007 C8C Moment Roof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of LDF: 1.25 LDF: 1.00 Size Size Modulus Inertia Allowable Allowable Span in feet for beam or joist sizes (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration, Laterally fully braced, repetitive member increase for 2x members. inches in2 in3 in4 I (lbs) (lb-if) I (Ibs) (lb-ft) 110ft, lift. 12ft. 13ft. 14ft. 15ft. 16ft. 17ft. 18ft. 19ff. 20ft. alft, 22ft. 23ft.24ft. 25ft. 26ff. 1+" Microllam LVL S 1*VLr 5r95 03 453 340 262 206 165 134 110 92 78 66 57 49 42 37 33 29 26 4,936 11,155 402 322 262 216 180 152 129 110 95 83 73 64 57 50 13x11 LVL 175 xli 88 2078 4113 24421 3,948 8,924 ,. 429 354 295 248 211 181 156 136 119 105 93 82 1*46 LVL 175 x 160 2800 7467 59733 6,650 19,446 5,320 15,557 371 315 270 233 203 178 156 138 123 *j 3 919 - 766 656 574 510 459 418 383 353 328 289 253 223 197 175 2.69' (2 11/16") Parallam PSL PS!-'Iffil69c2 2' 731 - 550 4__333 267 217 179 149 125 107 91 79 69 60 53 47 42 2.6941f PSL 2.69 x 11.88 31.91 63.16 375.03 7,713 19,103 6,170 15,282 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 ____________________ 64 - 572 477 401 341 293 253 220 192 169 150 133 2.69x16 PSL 2.69 x 16.0 43.00 114.67 917.33 10.392 33,550 8,313 26,840 711 599 509 437 377 328 287 253 224 199 6xij 769à f61 II?i4i 725 622 537 467 409 360 318 283 3' Parallam PSL '-F f6 13' 716 - 434 47282233 194 163 139 119 103 89 78 69 61 54 077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 3*x11f PSL 3.5 x 11.88 41.56 82.26 488.41 10,044 24,878 8,035 19,902 . 903 - 744 621 523 445 381 329 286 251 221 195 173 3*46 PSL 35 x 160 5600 14933 119467 13,533 43,693 10,827 34,955 I Z4 926 780 664 569 491 427 374 329 291 259 0.1 isL 945 810 700 609 533 469 415 369 5*" Porallam PSL 1074 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 12,053 29,854 1,615 1,270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 5*xll* PSL 5.25 x 11.88 62.34 123.39 732.62 15,066 37,317 _1429 1,355 1,117 931 784 667 572 494 430 376 331 293 260 5*x16 PSL 525 x 160 8400 22400 179200 20,300 65,540 16,240 52432 86 1' 6'39 1 390 1171 995 853 737 641 561 494 437 388 18j2.1t 80 40d á d1a1* 1,417 1,215 1,050 913 799 703 622 553 r Parallam PSL 2L& i2i11j 1905 1,431 1,103 867 694 565 465 388 327 278 238 206 179 157 138 122 108 741 PSL 70 xli 88 83.13 16452 97683 20,089 49,756 16,071 39,805 2153 1,694 1,356 1103 909 757 638 543 465 402 349 306 269 238 212 1,807 1,489 1,241 1,046 889 762 658 573 501 441 390 347 7x16 PSL 70 x 160 11200 29867 2,389.33 27,067 87,387 21,653 69 909 i85) 1853 1561 1,327 1,138 983 855 748 658 583 518 gg 'Q W 6 ttJ fIJj 1,889 1,620 1,399 1,217 1,065 938 829 737 51 Glu-lam Girders & Beams (24F-1.8E or 24F-V4 with standard camber) JP,j33T9 20fflA5St -PS ffiL1263 1,083 935 814 712 627 554 493 6148 GLB 6.75 x 18.0 121.50 364.50 3,280.50 26,831 84,732 21,465 67,786 1,214 1,056 924 814 720 640 ij vi WW I& 1143 1016 c-Joists, Single use as headers & beams jrJ2i0J zowWallV8 }3O 79 67 58 51 44 39 34 31 14" TJI 210 2.06 x 14.0 E1:415 1,225 5,350 980 4,280 1 57 51 45 At roof loading conditions where shear or bending governs, use a 1.25 LDF adjustment to the above values. S At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. Shading in the span / allowable uniform load table Indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right. Typical Framing Elements Oak Ave Lot 3 June 10 2Ô09 Roof Framing Trusses @ 24" 0/c (bL: 18 psf, LL: 20 psf) Factory Manufacturer's design by others 2x Convetidnal Rafters & Fill Framing w (24/12) (18 psf + 20 psf) = 76 psf 2x4 @ 24" 0/c 5QflS to 41-8" 2x6 @ 24" o/c spans to 9'-10" 2x8 @ 24" 0/c spans to 13-0" 240 ® 24" o/c spans to 16'-4" 242 @ 24" 0/c spans to 18'41" Floor Framing I-Joist floor joists (TrusJoist by iLevel or equal) (Allowable spans per the latest span tables from iLevel, see the latest catalog & ICC-ES ESR-1387 & ESR-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. w: (16/12) (12 + 40 psf) : 69 psf w = (19.2/12)(12 psf + 40 psf) 83 psf Opening Headers & Misc. Beams Hi w:5 170 plf Roof Floor 4x4 (Max. Span:) 6'4" 4x6 101-0" 8'-11" 4x8 13'-2" 11.-b" 4x10 16'-311. 14'-6" 4x14 22'-4" 20'-0" H2 W:r,370plf Roof Floor 4x4 (Max. Span:) 4'-T' 4'-2" 4x6 6'-9" 64" 4x8 8-11" 8'-0" 440 111-0" 9'40" H3 - w:5 570 plf Roof Floor 4x4(Max. Span:) 3'-9" 3-4" 4x6 5'-5" 4'-10" 4x8 7'-2" 6'-511- 440 8'-10" 7'-11" 442 10'-10" 9'-8" 341f LSL 14'-2" 13'-5" H4 w5770plf Roof Floor 4x4 (Max. Span:) 3-2" 2'-10" 4x6 4'-8" 4'-2" 4x8 6'-2" 440 7'-7" 6'-9" 442 9•4" 8'-4" 31x91 LSL 10-3" 9'-9" 3x1lf LSL 12'-10" H5 w:5970plf Roof Floor 4x4 (Max. Span :) 2-10" 2'-6" 4x6 4'-2" 3'-9" 4x8 5-6" 440 6'-9" 6'4" 442 8'4" 7'-5" 34x94 LSL 9-6" 9-0" 34x11fLSL 11'-10" 11'-3" H6 w :5 1,170 plf Roof Floor 440 (Max. Span:) 6'-2" 5-6" 33x9 LSL 8'-ii" 8'-5" 341f LSL 111-1" 10'-5" See uniform loads table on page 2 and 3 for additional spans or load conditions not specifically addressed here; Oak Ave Lot 3 June 10 2009 Stud Column Capacity 2007CBC 3° Stud Wall Nominal Size Sill/Top Plate Max. Load 6 Ft. 7 Ft. 8 Ft. Stud Height 9 Ft. 10 Ft. 12 Ft. 14 Ft. 16 Ft. 2x4 Standard 3,281 lbs 4,136 lbs 3,288 lbs N/A 2x4 Standard 6,563 lbs 8,272 lbs 6,577 lbs N/A 2x4 Standard 9,844 lbs 12,409 lbs 9,865 lbs N/A 2x4 Stud 3,281 lbs 3,401 lbs 2,890 lbs '2,413 lbs 2,010 lbs 1,683 lbs N/A 2x4 Stud 6,563 lbs 6,801 lbs 5,781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9,844 lbs 10,202 lbs 8,671 lbs 7,239 lbs 6,029 lbs 5,050 lbs N/A 2x4 bF#2' 3,281 lbs 4,666 lbs 3,721 lbs 2,983 lbs 2,424 lbs 1,999 lbs 1,419 lbs 1,055 lbs N/A 2x4 bF#2 6,563 lbs 9,331 lbs 7,441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A 2x4 bF#2 9,844 lbs 13,997 lbs 11,162 lbs 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9,651 lbs 7,673 lbs 6,141 lbs 4,985 lbs 4,110 lbs 2,914 lbs 2,166 lbs N/A (1) 4x4 bF#1 7,656 lbs 11,783 lbs 9,353 lbs 7,479 lbs 6,068 lbs 5,001 lbs 3,545 lbs 2,635 lbs ' N/A (1) 4x6 bF#1 ' 12,031 lbs 18,252 lbs 14,565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 08 bF#i '15,859 lbs 23,676 lbs 19,005 lbs 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5,441 lbs N/A (1) 440 bF#1 20,234 lbs 29,670 lbs 23,972 lbs 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 4x12 bF#1 24,609 lbs 1 36,085 lbs 29,155 lbs 23,550 lbs 19,221 lbs '15,900 lbs 11,318 lbs 8,429 lbs N/A 5k" Stud Wall Nominal Size ' Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud-Height 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. 2x6 bF#2 5,156 lbs 8,683 lbs 7,653 lbs 6,669 lbs 5,035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A 2x6 bF#2 10,313 lbs 17,367 lbs 15,306 lbs 13,338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A 2x6 bF#2 15,469 lbs 26,050 lbs 22,959 lbs, 20,007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 bF#1 12,031 lbs 22,097 lbs 19,379 lbs 16,821 lbs' 12,641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 DF#1 18,906 lbs 24,795 lbs 22,955 lbs 20,918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 bF#1 25,781 lbs 33,812 lbs 31,303 lbs 28,525 lbs 22,941 lbs 11,804 lbs. 9,728 lbs 8,136 lbs N/A (1) 640 bF#1 32,656 lbs 40,425 lbs 37,734 lbs 34,689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 6x12 bF#1 39,531 lbs 1 48,936 lbs "45,678 lbs 41,992 lbs 34,285 lbs 17,960 lbs 14,830 lbs 12,419 lbs N/A LSL Studs ' Sill/Top Plate ' , Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. , 20 Ft. 22 Ft. 24 Ft. (1) 3126X3 1.3E LSL 7,656 lbs 7,444 lbs 6,108 lbs 5,069 lbs 3,622 lbs N/A N/A N/A N/A (1) 3fx4 1.3E LSL 9,570 lbs 9,304 lbs , 7,635 lbs 6,336 lbs 4,527 lbs N/A N/A N/A N/A (1) 312-x5l 1.3E LSL 12,031 lbs 11,697 lbs 9,598 lbs 7,966 lbs 5,691 lbs 2,609 lbs 2,122 lbs 1,759 lbs N/A (1) 340* 1.3E LSL 15,859 lbs 15,419 lbs 12,652 lbs 10,500 lbs 7,502 lbs 3,439 lbs 2,798 lbs 2,319 lbs N/A (1) 3+x8* 1.3E LSL 1 18,867 lbs 1 18,343 lbs 15,051 lbs 12,492 lbs 8,925 lbs 4,091 lbs 3,328 lbs 2,759 lbs N/A PSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load . 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 3+x3+ 1.8E PSL 7,656 lbs 10,730 lbs 8,702 lbs 7,169 lbs 5,081 lbs N/A N/A N/A N/A (1) 3+x5+ 1.8E PSL 11,484 lbs 16,095 lbs 13,052 lbs 10,754 lbs 7,622 lbs 3,466 lbs 2,816 lbs 2,333 lbs N/A (1) 34x7 1.8E PSL 15,313 lbs 21,460 lbs 17,403 lbs 14,339 lbs 10,162 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 51x5* 1.8E PSL 17,227 lbs 44,269 lbs 38,114 lbs 32,639 lbs 24,142 lbs 11,432 lbs 9,336 lbs 7,760 lbs N/A (1) 5-x7 1.8E PSL 22,969 lbs 59,026 lbs 50,818 lbs 43,519 lbs 32,189 lbs 15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 1 30,625 lbs 1 100,192 lbs 92,677 lbs 84,376 lbs 67,757 lbs 34,806 lbs 28,678 lbs 23,982 lbs N/A I: 1.00 Design Category: b Site Class: b 6.5 r20 ' 2.5 Cd : 4.00 T:Ta : 0.26s (max.) T5 : 0.57s TL: 8.0s C5 : 0.132 Eq. 12.8-2 C5 0.294 Eq. 12.8-3/4 CS 0.038 Eq. 12.8-5/6 Oak Ave Lot 3 7/9/2009 SEISMIC ANALYSIS 2007CBC, Aft. Basic Load Comb Seismic Loads 55 = 1.284 mm Si : 0.484 mm 5M5 (1.00)(1.28) 1.284 5M1 (1.52)(0.48) 0.734 (2/3)(1.28) 0.856 5b1 (2/3)(0.73) 0.489 Design Loading. Allowable Stress Design 1 Base Shear pjQ p:1.3 Eh = (p)(C5)(W) 0.132W 0.171W Ev : (0.2)(S 5)(b): 0.171W 0.171W Component Interconnection Fp : 0.133p(Sbs)W 0114W 0.148W bistribution of Forces' p:1O p:13 Used Eh/1.4 = 0.094W 0.122W 0.159W Ev/1.4: 0.122W 0.122W 0.122W E/1.4: 0.081W 0106W ' 2-Story Slab on Grade k:1.00 Weight Height (Wx)(Hxk) Roof 26.4 psf 19.1 ft '504.24 Floor ' 23.4 psf 11.2 ft 262.08 766.32 Vbase: 49.8 psf x 0.159 7.90 psf 2-Story over Sloping Crawl Space Weight Height Roof 26.5 psf 24.1 ft 638.65 Floor 23.5 psf 14.0 ft 328.3 Floor 21.3 psf 3.0 ft 63.808 1030.8 Vbase: 71.2 psf x 0.159 : 11.30 psf % Force Force to element 66% 5.20 psf 34% 2.70 psf 7.90 psf % Force Force to element 62% 7.00 psf ' 32% 3.60 psf 6% 0.70 psf , 11.30 psf Oak Ave Lot 3 7/9/2009 WIND ANALYSIS, Worst Case 2007CBC, Alternate Basic Load Combinations 7 1,200 7.0 0.85 (l.3)pl (l.3)p2 Lf) th2f) 7.20 12.50 6.17 11.47 5.34 10.64 -7.66 -2.36 -8.70 -3.40 -3.32 1.98 -9.77 -4.47 Wind Speed 85 Importance 1.0 z9 Exposure B Kd 0.85 a Enclosure Enclosed K2 1.0 & Wind Pressures Element Z Floor Height = 11.4' Windward Walls 31.2' Floor Height = 21.2' Windward Walls 21.2' Eave Height = 312' Windward Walls 11.4' Roof Height (h) 33.1' Leeward Wall 33.1' Width (B) = 65.0' Roof to ridge (a) 33.1' Length(L) 69.0' Roof to ridge (b) 33.1' Roof Angle (0) 18.4° Roof-Leeward 33.1' qh 11.33 (not used) (not used) Windward overhang bottoms 31.2' Note: (not used) P1 has internal pressure (not used) Kh&K, g&a, 0.71 11.14 0.80 0.63 9.97 0.80 0.57 9.04 0.80 0.72 11.33 -0.40 0.72 11.33 -0.48 0.72 11.33 -0.05 0.72 11.33 -0.57 0.71 11.14 0.80 9.85 9.85 P2 has internal suction Interior Pressure 33.1' 0.72 11.33 ±0.18 (2.65) (-2.65) Wind Left to Right Length P1a(plf) P1b(plf) P2a(plf) P2b(plf) 1.1' -16.8. -11.1 -16.8 . -11.1 7.4. -64.2 -24.5 -25.1 14.6 0.0' 0.0 0.0 0.0 0.0 7.4' -72.1 -72.1 -33.0 -33.0 IT -2.2 -2.2 -2.2 -2.2 Horiz. Vert. Vertical Elements -2.1 -147.3 12.3 -104.2 Left Walls-Upr -2.1 -73.1 Left Walls-Mid 12.3 -30.0 Left Walls-Lwr -2.1 -147.3 Rt Walls-Upr 12.3 -104.2 Right Walls-Mid -2.1 -73.1 Rt Walls-Lwr 12.3 -30.0 (not used) (not used) From Roof Wind Right to Left Pla(plf) P1b(plf) P2a(plf) P2b(plf) -2.2 -2.2 -2.2 -2.2 -72.1 -72.1 -33.0 -33.0 0.0 0.0 0.0 0.0 -64.2 -24.5 -25.1 14.6 -16.8 -11.1 -16.8 -11.1 Left to Right Right to Left Length ?L( P2 (plf) P1 (plf) P2 (plf) 5.0' 36.0 62.5 38.3 11.8 9.9' 61.0. 113.5 75.8 23.3 11.3' 60.3 120.2 . 86.5 266 5.0' 38.3 11.8 . .360 62.5 9.9' 75.8 .23.3 61.0 113.5 11.3' 86.5 26.6 . 60.3 120.2 12.3 12.3 12.3 12.3 Roof Elements Left Overhang Left Sloping Flat Section Right Sloping Right Overhang Roof Totals Pla (Left to Rt) Pib (Left to Rt) P2a (Left to Rt) P2b (Left to Rt) Pla (Rt to Left) Pib (Rt to Left) P2a (Rt to Left) P2b (Rt to Left) Code Mm. Horizontal Forces (10 psf) This section 390 plf Total Horiz. Forces . 370 370 370 370 Summary of Results Wind Load Design Force = (1.3)W Left to Right 390 plf Right to Left 390 plf Seismic Force = E/1.4 = (66.00) (7.90) 521 plf Seismic Governs cowr oi. ropp. / WHERE OCCL/R.5 ( 1,,--ogop'O 5A.1 OR tIOR. 'E OCCUR. LL =Lj --1 , II AL FLL15H DEAM. OR HL7R. WHERE 0661/11.5 iIIIIii Oak Ave Lot 3 June 10 2009 Typical Shear Panel 2007 CBC TYPICAL ELEMENr5 Of 9E511/VE MOMENIA r .HEAR PANELS: Immammammamm 1111111111111 P = LOAD FROM HEADER OR 5EAM Wr = 11W/f09M LOAD Of ROOF A5OVE Ww = 11W/F09M LOAD Of WALL A5OVE Wf = IJN/FORMLOAP Of FLOOR A5OVE W5 = 11W/FORM LOAD Of WALL 5ELF WE/6H LI = IJPL IFT FROM 0. 7E, W, Eli. 4. OR wW WALL ROOF& PARTITION WIEGHTS (w) 91 10' ROOF TRUSS SPAN 72 PLF DI PLI .90 PLF EXTERIOR 112 PLF 126 PL F 140 PL F INTERIOR WOOL? 72 PLF Dl PIF. .90 PLF INTERIOR GYP. 64 PLF 72 PLF DO PLF Oak Ave Lot 3 June 10 2009 Shearwall Schedule 2007 CBC • .12 rueu a ircui i puueu, ui NIUC w/ lOd a 3° o/c edge, 12" o/c field " (0 %I'16° 2" 3x abutting panel studs & foundation sill (See footnotes 2, 3, & 5) • • /2" rated STRIJCT 1 panel, (1) side g w/ lod a 2" o/c edge, 12" 0/c field %" 12° /2" LAG _____ 3x abutting panel studs & foundation sill (See foótno{es 2, 30A 5) - 8" o/c Some, TIlO joist series may not be available in your rejion. Contact your iLeveirepresentative for information. hI® 110 Joists TJI® 210 Joists —i h-2 '" L 11 _ lu® 360 Joists —j j.-3½" 'r 11W 14° 16, hi® 560 Joists FLOOR SPAN TABLES 1/480 Live Load Deflection 40 PSF Live Load /10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead Load Depth hI®. . 12 c.c. 160 c.c. 19.2 o.c. 24"o.c. 12 o.c. 16 o.c. 19.2 o.c. 24 o.c. - 110 16-11" '15-6° 14-7° 13'-7° 16-11" 15-6° 14-3" 12-9° 9½" 210 17-9" 16-3" 15-4" 14-3° 17-9" 16'-3" 15-4° 144° 230 18-3° 16'-8° 15-9" 14-8° 18'-3° 16-8" 15-9° 14-8" 110 20-2" 18'-5" 17-4° 15'94" 20'-2" 17-8° 16-11") 14'-4°" 210 21'-1° 19'-3° 18-2" 161-11" 21-1" 19-3° 17-8° 15-9"" 111/on. 230. 21-8° 19-10" 18-8" 17-5" 21-8" 19-10° 18-7" 16-741) 360 22°-11" 20-11° 19-81 18-4° 22-11° 20-11" 19-8° 7_10"W 0' 26-1° 23-8° 22-4" 20-9" 26'- 23-8° 22-4° 20-94" iiO' 22'-10° 20-11" 19-2" 17-2°" 22'-2° 19-2° 17-6°" 15-041) 2341" 21-10" 20-8° 18°40"" 2341° 21-1° 19-24" 16-7°" 14" 24-8° 21-2" 19-91" 24-8° 22-2° 20-3°" 17'49" aGo "°•jt1' 23'-8° 22'-4" 20-941) 26°-0" 234° 22441) 17-10°") '56O 2li° 25°-4° 23-6" 29°41 261-10" 2544" 20°41411 !9 26-6" 24-3° 2244" 19-111" 26-0" 22-64" 204"11) 16-7"" '.:'...'. 230. 27-3° 24-10° 23-6° 211-11") 2i'-3" 23-9° 21'4°" 17-6°" '360. 28'-9" 26-3" 24-841) 21-591) 28°-9" 26-3°") .22-4"" 17-1091) SO' 32-8° 29-8° F 28-0° 1 25°-241) 32°-8" 29°-8" 26-341) 2041°") 1/360 Live Load Deflection (Minimum Criteria per Code) 40'P,SFLivéLoad 110PSF.Dead Load _""•• .."40PSF.LiveLoád/20 PSF Dead Load ep 12 oc 16 c 192 oc 24 c 12 oc 16 oc 19.2 "o.c. 14 "o.c. 110 189 172 158 140 181 158 143 129 10. 19-81 18-0" 17'-O.° 15'-4" 19-8" 17-2° 151-8" 14-0° '23O 20'-3° 18-6° 17-5° 16°-2° 20°-3° 18-11 16-6° 14-9° 110 223 19!-4' 178 15'-9"") 20'-5" V-11" 161") 14'-440 210 23 4 212 194 173") 22-4" 19 4 17 8 159" 230' 24-0" 21-11° 20°-5° 18-3° .23°-?" 20°-5° 18°-7" 16°4"" 360 25'-4" 23-2° 21-10" 20-4°" 25°-4° 23°-2" 2110°W 17°40"11) s560 28-10" 26-3° 24-9" 23°-U" 28°-IC" 26°-3° 24°-9" 20°-il'(0 'uio. 24'-4° 21°-U" 19-2° 17-2°" 22°-2° 19-2° 17-6°(1) '15-0°" 721o. 26°-6° 23°-i" 21°-i" 18°-lU"" 24-4° 21°-i" 19'-2°(i) 16-7°") 5230.' 27-3° 24-4" 22'-2° 1940°") '25°-8° 22°-2" 20-3"(1) 17-6°" '360 28-9° 26-3° 24-941) 21°-5'(1) 28°-9° 263°(" 22°4"" 17°-10"" 5B0 32-8" 29-9" 28°-0 25-2°" 32°-B" '29°-B" 26°-3°" 20°41""1) 210, 28°-6° 24-8" 22°-69"0 19-11"" 26°-0" 22'44"0 2044" 16-7°") ' -30-I" 26°-0" 23'-9° 21441) 21°-5° 23-9° 21°-84" 17-641) 360.. 31-10" 29°-0" 26°-I0"11) 21-5°") 31°-lU" 26°-10"'' 2244" 17-10"") 560 36°-1" 32°-Ii" 31°-041) 1 25-2'( 1 36°-I" 31°4°1" 26-3°" (1 Web stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is less than 5¼" nd the span on either side of the intermediate bearing is greater than the following spans: PSF Live Load/ 10 PSF Dead Load ' ,i:'40 PSF Live Load /20 PSF Dead Load 12° 0c. ' '16° o.c. 19.2° o.c. 24.o.'c.'' o.c. 24° o.c. :110 N.A. N.A. N.A. 15'-4° N.A. N.A. 16-0° 12-9° 210 N.A. N.A. 21-4" 17°-0" N.A. 21-4° 17-9° 14-2° 230 N.A. N.A. N.A. 19-2° N.A. '12o.p: ..16"o.c....9.2" N.A. 19-11" 15°-i l" 360,' N.A. N.A. 24'-5° 19'-6" N.A. 24-5" 20-4° 16-3° 560 N.A. N.A. 29-10° 23°-10" N.A. 29°-la" 24°-b" 1 19°-lU" Long-term deflection under dead load, which includes the effect of creep, has not been considered. Bold italic spans reflect initial dead load deflection exceeding 0.33". How to Use These Tables General Notes Tables are based on: - Uniform loads. - More restrictive of simple or continuous span. - Clear distance between supports (1Y4" minimum end bearing). Assumed composite action with a single layer of 24° on-center span-rated, glue-nailed floor panels for deflection only. Spans shall be reduced 6" when floor panels are nailed only. Spans generated from ilevel® software may exceed the spans shown in these tables because software reflects actual design conditions. For loading conditions not shown, refer to software or to the load table on page 5. Determine the appropriate live load deflection criteria. Identify the live and dead load condition. Select on-center spacing. Scan down the column until you meet or exceed the span of your application. 5. Select lu® joist and depth. bye loaf!t. gefleçt1n is not the only factor that affects how a floor wiil pedorm" To more accatpypredictflorpidonnance ise our TI Pro'"" Ratings A ' iLevel Trus Joist" TJI" Joist Specifier's Guide TJ-4000 February 2009 AM Is 0 I I I FLOOR FRAMING PLAN cA M= T T ROOF FRAMING PLAN Oak Ave Lot 3 07/09/09 ROOF FRAMING, Lot 3 Typical Roof Framing: Factory Trusses @ 24 0/c 2007 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" o/c, see caics pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS 'Grid line Uniform load Header (see pg. 4) (roof) (wall) (floor) (misc.) i/4/1) (4)(38) ' +10 162 plf Hi E (16)(38) ' +10 618 plf ,H4 Span 10.0 Grid C Header (roof) (wall) (floor) (misc.) W (xs3) (4)(38) +10 162 plf wl 1P w w2 (x3) (16)(38) S +10, 618 plf ,111119T111illllllI P1 (x3) 3290 [Girder Truss Reaction] 3,290 lbs IRl 1112• Ix I Ri (Critical Ri / 0.90 LE F = 3,602 lbs) Ri (max.) = 4,230 lbs (Critical R2 / 1.25 LbF = 3,097 lbs) R2 (max.) 3,872 lbs Moment • (Critical M / 0.90 LbF = 10,398#f t) Moment (max.) = 12,129#ft 311xh 8 S beflection (ALL = L/1,454) 141/I: 0.29 : L/415 RB-2 Span 5.0' • Header supports hip set girder (roof) (wall) (floor) (misc.) wl • (26/2)(38) + 10 504 plf SIP S S • :llllllllllllllllllllllllfl P1 (x:3.9): (9/2x26/2)(38) +20 [Girder Truss] : 2,243 lbs • IRl IR2 S • ,t, x Ri: • • (Critical Ri / 1.25 LbF: 1,403 lbs) Ri (max.) = - 1,753 lbs R2: (Critical R2 / 1.25 LbF: 2,408 lbs) R2 (max.) = 3,010 lbs Moment': • (Critical M / 1.25 LbF: 2,440#f t) Moment (max.) = 3,050#ft 4x8 beflection: (tLL: 111,539) 8/I: 0.08" : • L/798 Oak Ave Lot 3 07/09/09 FLOOR FRAMING, Lot 3 12 Typical Floor Framing: 14" I Joists at 1611 / 19.2" 0/c . 2007 CBC, Basic Load Combinations See plans & calcs pg. 4 for options. TYPICAL BEAMS & HEADERS AT OPENINGS Grid line Uniform load . Header (See pg. 4) (roof) (wall) (floor) (misc.) A (2)(14) + (21/2)(60) .. + 20 . 678 plf H4 b (4)(38) +(10)(14) +(1)(52) +20 364 plf H2 E (16)(38) +(10)(14) +(1)(52) +20 820 plf H5 1. (4)(38) + (1O)(14) +(7)(52) +20 676 plf H4 2 0 (2)(14) +(1)(60) +20 . 108 plf Hi 4 . (4)(38) +(10)(14) +(11)(52) +20 884 plf H5 5 . (2) +(1)(60) +20 108 Of Hi FB-1 . . Span.• 10.0' Grid C abv Entry (roof) (wall) (floor) (misc.) wi (10)(14) + (18/2)(60) S +20 - 700 plf 111tlllllllllllllllllll TR2 IRl Ri (Critical Ri / 1.00 LbF = 3,500 lbs) RI (max.) = 3,500 lbs R2 (Critical R2 / 1.00 LbF = 3,500 lbs) R2 (max.) = 3,500 lbs Moment (Critical M / 1.00 LbF = 8,750#ft) Moment (max.) 8,750#ft 32X 14 LSL beflection (ALL L/1,779) 105/I 0.13 L/915 FB-2 Span 10.0' . Grid B mid level over Kitchen (roof) ,. (wall) (floor) (misc.) wi (37/2)(60) +20 . 1,130 plf. IlIllIllIllIlIllU 11111111 TR1 . TR2 Rl (Critical Ri / 1.00 LbF: 5,650 Ibs) Ri (max.) = 5,650 lbs R2 (Critical .R2/ 1.00 LbF = 5,650 lbs) R2 (max.) = 5,650 lbs Moment (Critical M / 1.00 LbF = 14,125#f t) Moment (max.) = 14,125#ft , 4XL.L8 beflection (ALL LJ1,056) 127/I 0.17 11692 FB-3 S Span = 12.5' • Grid B midlevel over Kitchen (roof) (wall) . (floor) (misc.) wl S (37/2)(60) +20 1,130 plf . S - S llllllllllllllllllIlllD S IRl TR2 Ri S (Critical Ri / 1.00 LbF = 7,063 lbs) Ri (max.) = 7,063. lbs R2 (Critical R2 / 1.00 LbF: 7,063 lbs) R2 (max.) = 7,063 lbs Moment (Critical M / 1.00 LbF = 22,070#ft) Moment (max.) = 22,070#ft 7 PS 54X.L.18 beflection (&L = L/541) 310/I: 0.42 : L/354 Oak Ave Lot 3 FLOOR FRAMING, Lot 3 (Continued) 07/09/09 FB-4 Span: 14.5' Grid B Mid Level over Master (roof) (wall) (floor) (misc.) wi : (25/2)(60) + 20 770 plf !1i1j.iiilllllllllllllllt1 TR1 TR2 Pi : (Critical Ri / 1.00 LbF: 5,583 lbs) Ri (Max.) : 5,583 lbs R2: (Critical R2 / 1.00 LbF 5,583 lbs) R2 (max.) : 5,583 lbs Moment: (Critical M / 1.00 LbF: 20,237#f t) Moment (max.) : 20,237#ft SxllT PSL beflection: (ALL: L/513) 383/I: 0.52 : L/333 FB-5 Span: 20.9' Above Great Room--Supports Closet above (roof) (wall) (floor) (misc.) wi (4)(38) +(7)(14) +(1.2)(52) +20 : 332 plf llIII.lillllllllllllllllH IRl 1R2 (Critical RI / 1.00 LbF: 2,638 lbs) RI (mcix.): 3,460 lbs R2: (Critical R2 / 1.00 LbF: 2,638 lbs) R2 (max.): 3,460 lbs Moment: (Critical M / 1.00 LbF: 13,781#ft) Moment (max.) : 18,076#ft 32x16 LSL beflectuon: (ALL: L/1,09 1) 860/I: 0.72 : L/348 FB-6 Span: 10.5' Above Garage 2 at Grid B (roof) (wall) (floor) (misc.) wi (x7): (9.7)(8) + (37/2+2)(60) +20 : 1,328 plf 'p w2 (x7) : 20 20 plf Illlllllllllr11 P1 (x:7): 5582.5 [Reaction From FB-4 Above] : 5,583 lbs IRl IR2 RI (Critical RI / 1.00 LbF: 8,068 lbs) RI (max.): 8,068 lbs R2: (Critical R2 / 1.00 LbF: 6,878 lbs) R2 (mcix.): 6,878 lbs Moment ' (Critical M / 1.00 LbF: 24,515#f t) Moment (max.) 24,515#ft j 54x14 PSL beflection: (ALL: L/1,016) 237/I: 0.20 ' : L/639 FB-7 Span: 10.5' Above Garage 1 (roof) (wall) (floor) (misc.) wi : (9.7)(8) + (17/2)(60) +20 : 608 plf llllllllllllllllllllllllH IRl IR2 Ri: (Critical RI./ 1.00 LbF: 3,190 lbs) ' Ri (max.) : 3,190 lbs R2: (Critical R2 / 1.00 LbF: 3,190 lbs) R2 (max.): 3,190 lbs Moment: , (Critical M / 1.00 LbF,: 8,373#f t) Moment (max.) : 8,373#ft 1x14 LVL beflection: (ALL: L/1,030) 87/I: 0.22".= L/577 Oak Ave Lot 3 07/09/09 FLOOR FRAMING, Lot 3 (Continued) 14 F-8 Span 16.2 Garage boor Header (roof) (wall) (floor) (misc.) - wi - (10)(14) + (21/2+1)(60) +50 880 plf IllIllllIIIIllIlIIlIlIlIP IRl 1R2 (Critical Ri / 1.00 LbF = 7,128 lbs) P (max.) = 7,128 lbs R2 (Critical R2 / 1.00 LbF = 7,128 lbs) R2 (max.) = 7,128 lbs Moment: (Critical M / 1.00 LbF: 28,868#ft) Moment (max.): 28,868#ff 3'x16 PSL beflectiOn (ALL : L/652) 682/I 0.57" = L/341 FB-9 / Span: 8.0' Opening in 4 car garage near grid 3 • (roof) (wall) (floor) (misc.) wl (41/2)(52) +20 1,086 plf !1_II1lllllllllllllllllll TR1 1132 Ri (Critical Ri / 1.00 LbF = 4,344 lbs) Ri (max.): 4,344 lbs R2: (Critical R2 / 1.00 LbF = 4,344 lbs) R2 (max.): 4,344 lbs Moment: (Critical M / 1.00 LbF: 8,688#ft) Moment (max.): 8,688#ft i LSL 2 X T Deflection : (ALL : L/931) 67/I: 0.14" L/703 FB-10 Span: 9.0' Crawl Space Grid 4 (roof) (wall) (floor) (misc.) wi (4)(38) +(20)(14) * (20/2+8/2+20/2)(52) + 20 : 1,700 plf llllllllllllllIl 11111111 IRl • 1R2 Ri: (Critical Ri / 1.00 LbF: 7,290 lbs) Ri (max.) =• 7,290 lbs R2; (Critical R2 /1.00 LbFz 7,290 lbs) • R2 (max.): 7,290 lbs Moment: (Critical M / 1.00 LbF: 16,402#ft) Moment (max.): 16,402#ft 3-L 14 PSL beflection (ALL : L/1,220) 120/I: 0.15 : L/723 F-11 Span 14.0' & 4.0' Cantilever Crawl Space Grid 2 • (roof) (wall) (floor) (misc.) wl • (35/2+35/2)(52) + 20 : 1,840 plf P3-P4 PI P2 lllllllllllllllllll llllllllH TR1 R21 • • vi x :w(cantilever): • 20 1,840 plf Ri: Moment beflection: Cantilever beflection: (Critical Ri / 1.00 LbF: 21,291 lbs) Ri (max.) = 21,291 lbs (Critical R2 / 1.00 LbF: 11,829 lbs) • R2 (max.) = 11,829 lbs (Critical M / 100 LbF: 381020#f t) Moment (max.) 38,020#ft • 54x18 PSL (LLL: L/880) 640/I: 0.25 : L/669 (tLL: 2L/734) -439/I: -0.17' = 211558 Oak Ave Lot 3 LATERAL bISTRIBUTION-SEISMIC, Lot 3 7/9/200S Grid Line 2-5tory/Crawl Roof Area (7.0 psf) Space (RIGHT) Mid Lower Floor Floor (3.6 psf) (0.7 psf) 2-5tory (LEFT) Roof Floor Area Area (5.2 psf) (2.7 psf). Load From Above (Ibs) Total Force (Ibs) UPPER LEVEL C 768 5,376 b E 1 144 2,257 1,008 5,096 3,265 728 144 2 496 3,472 Collected at 10 3 754 1,215 6,493 4 320 ' 2,240 MID A 312 200 1,822 962 200 5,201 C 704 416 5,576 10,272 b 144 1,008 1,526 E 854 5,096 8,169 1 175 3,265 3,895 2 3 495 426 6,493 3,993 13,912 672 962 4 320 2,240 3,392 5, 518 2,693 LOWER ' A 546 1,822 3,297 B 962 5,201 7,800 C 704 ' 416 10,272 '11,888 1,526 1,631 E • 854 " 8,169 8,766 1 150 3,895 3,999 • 2 470 407 3,993 5,421 3 656 • 962 13,912 16,970 4 , 320 • 3,392 3,615 5 • 518 2,693 4,092 -'.l '.0 0 0 '.0 SI-IEARWALL ANALYSIS-SEISMIC Grid Line Shear Force (Ibs) Wall Lengths (feet) Net Length (feet) Wall Shear (plf) ' Wall Height (feet) Wall H/B Ratio Pier H/B Ratio WALL TYPE O.T. Moment (#-FT) Resisting Self Wt. Elements (plf) Roof Walls Floor Above Above Above End Loads (Ibs) (0.9-0.12)x Uplift Resisting from Uplift Moment Above (plf) Haldown Uplift Hardware (Ibs) (Simpson or Eq.) C 5,376 20.8 UPPERLEVEL 20.8 258 10 0.5 5 53,760 140 288 72,031 (878) none E 1,008 5,096 12 U 14.8 a 17.8 4.6 19.6 217 260 10 10 0.8 0.7 3.4 2.0 5 5 10,080 21,790 140 140 72 288 11,875 36,468 (150) none (992) none 1 3,265 251,3 11.7 278 10 0.4 2.5 6 32,648 140 72 280 56,989 ' (974) none 3 6,493 16 10.8 ' 26.8 242 10 0.9 5 26,167 98 36 200 7,760 1,704 C516 at 10.8' wall 4 2,240 16 U 8.5 263 10 0.6 2.5 6 22,400 140 ' 72. 280 24,597 (137) none Z MIb ' ' ' . A 1,822 20.6 U 5.5 333 9.8 0.5 3.3 6 17,854 140 198 28 280 64,905 (2,284) none B 5,201 152 15.2 342 9.8 0.6 6 50,967 140 252 140 690 55,973 (329) none C 10,272 28 28.0 367 9.8 0.4 7 100,663 98 288 112 151,878 (1,829) none (,fl D 1,526 17 7.5 205 10 0.6 3.4 5 15,262 140 72 140 39,572 (1,430) none E 8,169 16 1,1 18 11, 16.7 488 10 0.6 2.5 7 37,135 140 144 140 2 320 48,597 (716) none (.fl 1 2 3,895 3,993 16.8 U 24 ' 10 9.2 34.0 426 117 10 9.8 0.6 1.0 2.5 7 5 ' 38,945 11,509 140 1 98 72 140 70 96 204 320 53,369 14,471 (859) none (296) none 3 4 13,912 3,392 11 16 U 24 35.0 8.5 397 397 9,8 10 0.9 0.6 2.5 7 7 42,849 33,915 98 140 36 72 140 140 24 132 " 320 '14,027 52,182 '2,620' MSTC52 11' wall (1,142) none p.4 (j 5 2,693 18.5 ' 11.4 236 9.8 0.5 2.0 5 26,388 140 36 28 27,160 (42) none LOWER A B 3,297 7,800 2,8 8 0 3.9 3.9 9.6 10.0 17.6 329 443 7.1 9.5 2.5 1.2 7 7 9,122 33,681 133 84 108 154 28 24 24 280 200 3,329 4,631 1,485 HTT16 3,631 HTT4 C 11,888 1,631 31 17 31.0 17.0 383 96 . 9.5 3 0.3 0.2 7 5 112,937 4,893 84 28 288 72 196 224 48 230,279 36,424 (3,785) none (1,855) none CA) 2 5,421 20 20.0 271 9.5 0.5 6 51,503 133 36 154 120 68,931 (871) none 3 16,970 11 31 42.0 404 9.5 0.9 ' 7 42,223 133 84 10,214 2,620 5,530 HbU8 or HbQ8 5 4,092 16 ' ' 16.0 256 ' 9.5 0.6 5 38,876 133 36 154 120 44,116 (327) none Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated 5hearwall (3) Net Length reduced-H/8 between 2:1 and 30 - Comments: 0' LFooting Dimensions & Strengths Toe Width = 1.75 ft Heel Width = 0.75 Total Footing Width = 2.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft ft = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 155.00 pcf Mm. As % = 0.0018 Cover © Top = 2.00 in © Btm. 3.00 in To specify your own Title : Oak Ave Lot 3 Page: 177 special title block here, Job # : 2009-0291 Dsgnr M W Swa Date: JUL 7,2009 use the 'Settings" screen Description.... and enter your title block information. This Wall in File: t:engineeringretwallpro docsoak ave lot Retain Pro 2007, 16-Apr.2008, (C) 1989-2008 www.retainpro.com!support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration #: RP-1121555 2007013 Soil Pressure © Toe = 1,307 psf'OK Soil Pressure c© Heel = 339 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACl Factored ©Toe ,= '1,500 psf ACI Factored © Heel = 389 psf Footing'Shear © Toe = 3.4 psi OK Footing Shear,@ Heel = '0.6 psi OK Allowable = 67.1 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 833.5 lbs Criteria Retained Height = 4.80 ft Wall height above soil = 0.87 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 0.50 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. NOTUSED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 380.0 lbs Axial Live Load = . 320.0 lbs Axial Load Eccentricity = 0.0 in "Design Summary Wall Stability Ratios Overturning = 1.53 OK' Slab Resists All Sliding I Total Bearing Load = 2,058 lbs ...resultant ecc. = 2.94 in Load Factors - Building Code IBC 2006 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 SlData J Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 42.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 440.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 110.00 pcf FootingISoil Friction = 0.300 Soil height to ignore for passive pressure = 9.00 in L1ateral Load Applied to Stem _ Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Design Height Above FtG ft= Wall Material Above "Ht" = Thickness Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force © Section lbs = Moment .... Actual ft-# = Moment.....Allowable = Shear ..... Actual psi = Shear....-Allowable psi = Wall Weight = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data fm psi ' Fs psi Solid Grouting = Use Full Stresses - = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Masonry Design Method = Concrete Data fc psi= Fy psi [Adjacent Footing Load Adjacent Footing Load .= 0.0 lbs Footing Width = 0.00 ft - Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft - at Back of Wall Poisson's Ratio = 0.300 )p Stem Stem OK 0.00 Concrete 6.00 #4 16.00 Center 0.513 774.1 1,238.6 2,415.7 17.0 67.1 77.5 3.80 12.00 6.00 Medium Weight ASD 2,000.0 60,000.0 To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : Oak Ave Lot 3 Job# : 2009-0291 Description.... This Wall In File: Page:'_' Dsgnr. M W Swa Date: JUL 7,2009 ro docs\oak ave lot Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retalnpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration#: RP-1121555 2007013 LFooting Design Results Toe Heel Factored Pressure = 1,500 389 psf Mu': Upward 0 13 ft4 Mu': Downward = 0 29 ft-# Mu: Design = 1,239 15ft4 Actual 1-Way Shear. = 3.40 0.63 psi Allow 1-Way Shear = 67.08 67.08 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu <S * Fr Heel Reinforcing = None Spec'd Heel: Not reqd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Su of mmary Resisting Forces & Moments OVERTURNING . . .....RESISTING..... - Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs . ft ft-# Heel Active Pressure = 833.5 2.10 1,750.3 Soil Over Heel = 132.0 2.38 313.5 Toe Active Pressure = . . Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 380.0 2.00 760.0 Load @ Stem Above Soil = Soil Over Toe = 8.0 0.88 7.0 Surcharge Over Toe = Stem Weight(s) = 439.4 2.00 878.9 Earth @ Stem Transitions= Total = 833.5 O.T.M. = 1,750.3 Footing Weighl = 581.3 1.25 726.6 Resisting/Overturning Ratio . = 1.53 Key Weight = Vertical Loads used for Soil Pressure = 2,057.5 lb Vert. Component - lbs Vert. Total = 1540.7 lbs R.M.= 2,685.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: SEE MORE STRUCTURAL CALCS : : •:H TFF I'J =77Z~ 7777 -7' 7777 7777777777 771.,-7777777, -'777=777 7,777-77= 7, 7777 OAK AVENUE LLC OAK AVENUE - LOT 3. CARLSBAD, CA 92008 07/21/09 n H WET 'STAMPED .. SUBMITTAL SET . . ------ . .77 -. .. , • . • eWWW HANSONTRUSS COM BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS © TRUSS PLATE INSTITUTE, INC., 1976 The design of wood trusses in accordance with TPI design criteria assumes: However carefully wood trusses are designed and fabricated, all this is at stake in the final erection and bracing of a roof or floor system. It is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If ignored, the consequences may result in a collapse of the INTRODUCTION structure, which at best is a substantial loss of time and materials, and which at worst could result in a loss of life. In recognition of the inherent safety of a properly braced roof system, the apparent lack of knowledge of how, when, and where to install adequate bracing, and in the interest of public safety, the Truss Plate Institute, Inc., in consultation with its Component Manufacturers Council membership, has undertaken the preparation of these recommendations. Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies, representatives of the academic community, and independent consulting engineers) have devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing practical field handling and erection problems into a sharper focus. Inclusion of the tentative recommendations for on-site handling and erection procedures is one direct result of the.conultations. It is planned to study further and enlarge upon these tentative recommendations. While the recommendations for bracing contained herein are technically sound, it is not intended that they be considered the only method for bracing a roof system. Neither should these recommendations be interpreted as superior to or a standard that would necessarily be preferred in lieu of an architect's or engineer's design for bracing for a particular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. Thus, the Truss Plate Institute expressly disclaims any responsibility for damages arising from the use applicalion, or reliance on the recommendations and information contained herein by building designer or by erection contractors. Figure I (d) bracing as requIr (part of truss detign) Diagonal bracing _T Figure 1(a) Sheathing The Truss Plate Institute 'Design Specifications for Light Metal Plate Connected Wood Trusses" are recommended for the design of individual wood trusses as structural components only. Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood truss design and is the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in the size specified and installed at the location specified on the truss design drawings by the builder or erection contractor. The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement. Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to the wood trusses must be considered separately by the building designer. He shall determine size, location, and method of connecting for diagonal bracing as needed to resist these forces. Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members, as needed for the overall stability of the entire structure. Truss bracing and connection details should be shown on the building designer's framing plan as part of the design drawings. Bracing materials are not usually furnished as part of the wood truss package, and should be provided by the builder or erection contractor. The builder Or erection contractor is responsible for proper wood truss handling and for proper temporary bracing. He must assure that the wood trusses are not structurally damaged during erection and that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be limited to, the building designer's framing plan. It is recommended that erection bracing be applied as each truss is placed in position. 2 datchamege hp building designer) into solid end wail- restrains lateral bracing, thereby preventing web buckling. Continuous lateral bracing CamnreSsiafl web Truss members are initially straight, uniform in cross section, and uniform in design properties. Trusses are plane structural components, installed vertically, braced to prevent lateral movement, and parallel to each other at the design spacing. Truss members are pinned at joints for determination of axial forces only. There is continuity of chord members at joints for determination of moment stresses. Compression members are laterally restrained at specific locations or intervals. Superimposed dead or live loads act vertically, wind loads are applied normal to the plane of the top chord, and concentrated loads are applied at a point. In addition to the lateral bracing specified by the truss designer, the building designer will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. S. The building designer (not the truss designer) will specify sufficient bracing and connections to withstand lateral loading of the entire structure. The theory 01 bracing is to apply sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. This theory must be applied at three stages. STAGE ONE: During Building Design and Truss Design individual truss members are checked for buckling, and lateral bracing is specified as required for each truss member. The building designer must specify how this lateral bracing is to be anchored or restrained to prevent lateral movement should all truss members, so braced, tend to buckle together as shown in Figure 1(b). This may be accomplished by: Anchorage to solid end walls (Figure 1(c)). Diagonal bracing in the plane of web members (Figure 1(d)). Other means as determined by the building designer. 3 NOTE: Locale ground braces for liwl truss directly in tine with all taos 01 tap chard continuous lateral bracing (either temporary or permanent) Ceiling Figure 1(c) Sheathing Figure 2(e) Compression web-sloping or vertical Continuous lateral bracing. Ground stakes Diagonal brace nailed to opposite side at web presents lateral movement and should be repeated at approximately 20 reel Intervals. Ceiling Ground brace J First truss In be well braced boteme erection at additional units Bearing for trusses End diagewis to ground stokes Compression webs: b efore and after buckling. .- Continuous lateral bracing maintains spacing, but permits lateral buckling at all web members at the same time for ttssses Figure lIb) It is recommended that diagonal bracing (minimum 2-inch thick nominal lumber) be installed at approximately a 45 degree angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the same member required lateral bracing. This bracing may be Continuous or intermittent at the building designer's option; however, it is recommended that intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. 4 The ground braces should be located directly in line with all rows of top chord continuous lateral bracing. Otherwise, the top chord of the first truss can bend sideways and allow the trusses to shift. This shift, however slight, puts a tremendous strain on all connections of the bracing system, i.e., the weight of the trusses would then be added to any wind force or construction load such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommended to nail scabs to the end of the building to brace the first truss. These scabs can break off or pull Out, thus allowing atotal collapse. As trusses are satin place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment and in a safe condition until the permanent bracing, decking and/or sheathing can be installed. Temporary bracing should be not less than 2x4 dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses is not recommended, unless used temporarily in preparation for immediate installation of longer continuous bracing (8-feel minimum length). Temporary bracing lumber should be nailed with two double headed 16d nails at every intersection with the braced member. Pre-assembly of groups of trusses, on the ground, into structurally braced units which are then lifted into place as assemblies is an acceptable alternate tothe one-at-a-time method. Exact spacing between trusses should be maintained as bracing is installed to avoid the hazardous practice of removing bracing to adjust spacing as sheathing is applied. This act of "adjusting spacing" can cause trusses to topple if a key connection is removed at the wrong time. Truss bracing must be applied to three planes of reference in the roof system to insure stability: 1. Top chord (sheathing) plane, 2. web member plane or vertical plane perpendicular to trusses, and 3. bottom chord (ceiling) plane. 1. lop Chord Plane. Most important to the builder or erection contractor is bracing in the plane of the top chord. Truss top chords are susceptible to lateral budding before they are braced or sheathed. It is Figure 1(d) STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick-up points, where required, is necessary to prevent damage during handling; tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the building securely. All other trusses are tied to the first truss, thus the 5 Recommended that continuous lateral bracing be installed within 6 inches of the ridge line or centerline and at approximately 8 feet 1010 feet intervals between the ridge line of sloped trusses or center line of fiat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 feet to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer intervals between diagonals. Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses If possible, the continuous lateral bracing for the top chord should be placed on the underside of the top chord so that it will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important for the builder or erection contractor to install bracing in the plane of the top chord for flat roof or floor trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of fiat trusses as shown in Figure 3(b). 2. Web Member Plane. It is also necessary to install temporary bracing in the plane of the web members. This bracing is usually ,- For single member boss It ½ inch thickness) For double member trass 13 Inch thickness) Located within u Inches ridge line Repeated diagot at approximately 2D feet Intervals 2-16d double headed nails NOTE. Long span trusses Bracfng Z ~7_T rd may require closer spacing. 6-~l 1fp Lap lateral bracing I_ at Is= two trusses. I Typical nailing Figure 3(a) 8 Figure 2(b) bracing system depends to a great extent on how well the first truss is braced. One satisfactory method is for the first truss top chord to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or it is apt to buckle. Additional ground braces, in the opposite direction, inside the building are also recommended. 6 2-16d double Bracing headed nails as Tap chard urs Typical nailing Lap lateral bracing oval at least two trusses. Repeat diagonals at approximately /20 lent intervals. Figure 3(b) installed at the same locations specified on the architectural plan for permanent bracing, and may become part of the permanent bracing. It is recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. If none is specified, it is recommended that it be placed at no greater than 16 feet intervals along the truss length for roof trusses and 8 feet intervals for floor trusses. It is not generally necessary for diagonal bracing to run continuously for the full length of the building but it is recommended that the spacing between sets of diagonal bracing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. Rows of 2x6 strong-backs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(a) illustrates diagonal bracing in the plane of the web members; Figure 4(b) illustrates the lateral movement that may occur if lateral bracing is used without diagonal bracing. 3. Bottom Chord Plane. In order to hold proper spacing on the bottom chord, temporary bracing is recommended in the plane of the bottom chord. Continuous lateral bracing at no greater than 8 feet to 10 feet on centers along the truss length is recommended full length of the building, nailed to the top of the bottom chord. Diagonal bracing 9 Q 0 12'-4 SPAN 9'-l" SPAN 2-O" J, , •• 10'-0" SB 8-0" SB/SPAN .• 1O'-O" SB 4-0" - 26" O.S. • I I I I I I WW>-1'---P Z -mo -o - r m.-irC'-' : 0 . i-n nr S - do> H> (DC<ZH >Z0 IJç)ONJC):1 00 • rnowh 0 —i OZW 0 a • • - 'JOBNAME PLAN REG OAK /S?- AVENUE LLC H AN S O N T - lF, ZU I Si si 9 . C-) Z c. ca DRAWN BY DATE '20JE '09 REVISIONS - N C D R P D R A • E 0 c \ 3 I I 1,, = SCALELOT - HANSON TRUSS, INC. AND SAl WAN LI ACCEPT NO RESPONSIBILITY FOR THE ACCURACY, - STRUCTURAL ADAOUACY FABRICATED BY HANSON TRUSS. R ANY OTHER FEATURE OF THIS DESIGN UNLESS SPECIFICALLY 0FILENAME 0 M Lo NULL ANID VC)ln IF NT FABRIATE BY HANSN TRUSS, INC. I* TRACT No: CARLSBAD, CA 92008 DATE: JULY 20, 2009 TRUS -4 N- S I Oi %m-j- M rA, DEVELOPER: OAK AVENUE LLC PROJECT NAME: LOT 3 LOCATION: OAK AVENUE i• I* JUL 2.1 2009 DATE: SAl WAN Li P.E i• 1 3950 YORBA STREET G408 1 CALLE TESORO, SUITE A 1J30520 RANCHO CALIFORNIA ROAD LJ4476 SKYWAY DRIVE CHINO, CA 91 71 0 CAMARILLO, CA 9301 2 SUITE 1 07-75, TEMECULA, CA 92591 DLIVEHURST, CA 95901 909/ 59 1-9 256 B05/308-2055 951/240-7606 530/740-7750 FAX: 909/628-7352 FAX: 805/308-1 913 FAX: 951/240-7037 FAX: 530/740-7754 REACH US ON THE WEB AT WWW.HANSDNTRUSS.COM 0 THE ATTACHED SHOP DRAWINGS, CALCULATIONS AND LAYOUT PLANS ARE DESIGNED FOR THIS SPECIFIC PROJECT AND ARE VALID ONLY IF BOUND, AND THE COVER SHEET BEARS THE ORIGINAL SIGNATURE OF SAl WAN Li P.E ANY LOOSE SHEETS THAT ARE PART OF THIS SUBMITTAL MUST ALSO BEAR HIS ORIGINAL SIGNATURE Fo- JOB No: ES 09-1 56 REVISIONS: TRUSS ENGINEERING DESIGNED PER THE 2007 CALIFORNIA BUILDING CODE PLATES: TP-500 - I.C.0 ESR REPORT #2765 L. A. CITY RESEARCH REPORT #23996 MT-20-I.C.0 ESR REPORT #1988 L. A CITY RESEARCH REPORT # 25370 MINIMUM PLATE DESIGN VALUES HAVE BEEN USED IN THE DESIGN OF THE TRUSSES 0 'I I HANSON. TRUSS, INC. GENERAL NOTES 'I. No splices except as noted on truss drawings. Panel point locations shall be equal divisions unless 'noted or cliniensioned otherwise. Gusset plates shall be installed on each side of all joints and shall not be installed where knots or wane are greater than 10% of plate area. Gusset plates shall be centered on joints unless noted or dimensioned otherwise. Truss designs shall comply with ANSI/T.P.l - 1-2002 unless noted otherwise. All gusset plates are 20 gauge and stamped.TP. Unless noted otherwise. All hangers specified are Simpson strong-tie-or equal and are provided by others unless noted otherwise. All trusses are spaced at 24" on center unless dimensioned otherwise. Moisture content in the lumber used may exceed 19% at the time of fabrication. A 20% reduction in plate values has been used. The Hanson Truss, Inc., engineering program is In compliance with section 2303.4 of the 2007 C.B.C. All heel joint connections are designed using an analysis considering the vector sum of concentric and eccentric loads. All nails specified are to be box nails or better. . ABBREVIATIONS B.C. Bottom Chord MGOV. Mono gable over BIO By Others O.A.lI.S. Overall heel stand BKG Backing . OC On Center BLK. Blocking . . PLF Pound per linear foot BM. Beam Ply One truss of a multiple-truss assembly BRG. Bearing Rbdg Repetitive bending factor 'CR0 Conventional framing by others S.B Setback DBL. Double member Sc. Scissor (sloped or vaLllted) DR. .BM. Drop Beam ScBl(G Scissor Backing FILL Vertical @16" o.c ScGET Scissor gable end truss FL. BM. Flush Beam S 0F. Soffit (Non-structural) 'GET . Gable end truss SPL. Splice GIR Girder truss STEI. Stub GOV. Gable over T. c. Top chord. I-IGR l-Ianger(s) U.N.O. Unless noted otherwise INV. GOV. Inverted gable over ' ' wl With JKS Jacks wlo Willi out MBKG Mono Backing MGET ' Mono gable end truss BASE DESIGN \/Ai (IFS FOR VISuAl I V (RAflFfl It(MRFP SPECIES & SIZE ' . . ' ' GRADING COMMERCIAL LIFICATION , RULES GRADES AGENCY Tension Parallel Shear Compression Compression Modulus of X25.4 for mm bending To Parallel to Perpendicular Parallel to Elaslicily E a grain F, grain a to grain a grain a DOUGLAS FIR LARCH Select Sli'ucl. ' 1,500 1000 ' 180 625 1,700 I 900 0QQ 110 & Better 2" to 4" thick '1200 800 180 625 1550 1,800,000 No'I - 1,000 675 180 5 _JQQ_ . 1 ,700-999— WCLIB No2 2" and wider 900 575 180 625 1350 - '- WVVI'A Stud ' 700 450 180 625 850 .400000 Construction 2", (o 4" thicker 1.I00 650 '180 625 '16501QQQ Standard , ' 575 375 180 625 1400 1,400,000 Lm It: X,Y 1: 1,0.3 3: -1,0.3 I" = 1 OAK AVENUE LLC - LOT 3 - CARLSBAD\WORKING\AI Defi @ 4: TL= .02inL/999 LL= .Olin L1999 Laterally brace B/C with gypsum shtg. or dont. lateral not to exceed 10' oc Multiple Load Cases: Rcts, Forces& Csi's are worst case Code: CBC07 Rbdg:N 1-Ply IC 1-2 NO2 DFL 2x4: P=464C 0.003 Mm=906 Mp=94 0.178= 0.181 BC 4-3 NO2 DFL 2x4: P=447T 0.062 Mm=2004 Mp=759 0.303= 0.65 WE 4-2 STDB DFL 2x4: P=71T 0.029 TC AXIAL: 1-2 -580, 2-3 -580 BC AXIAL: 14 536, 4-3 536 WE AXIAL: 4-2 275 3'-8" 12 4 BASE LOADS: 1.25: 20 14 10 5 PSF Wind: Exp B, Spd 85 1.25: 4028 10: 1.6: 0 25 9: 1-3 +260H,B1-3 -+260H,B1-3 P 1.25: 0 28 20 10: 250 MOVING LOAD ON BC 1.6: 0 19 7: 1-3 S-39 wind 2 ,H°4 RCTS: 13 MXVRT: 318 318 MX NOR: 487 -487 B1-3 +260H B1-3 -260H MXUPL: -104 -104 12 NOTE: TSS TO. TRANSFER 260 PLF MAX LATERAL FORCE *lx Bracing UNO GRAD SPEC SIZE **2x4 Bracing TC: NO2 DFL 2X4 By Others BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: '24 OC TCLL: 40, PLF TCDL: 28 x1.05 BCLL: (20) BCDL: 10 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20gun0 Centered on joint UNO 1'-6 5/8" LU Civi Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 7/20/09 JE DRWG #s Al LOT OAK AVENUE LLC - LOT 3 - CARLSBAD\WORKING\BI Defi @ 4: IL= .05in L1999 LL= .02in L/999 Laterally brace B/C with gypsum shtg. or cont. lateral not to exceed 10' oc Jt: X,Y 1: 1,0.3 3: -1,0.3 3/4=1' I. i• Multiple Load Cases: Rcts, Forces & Csi's are worst case S BASE LOADS: 1.25: 20 14 10,5 PSF Wind: Exp B Spd 85 * Code: CBC07Rbdg:N 1-Ply LC1: 1.25: 4028 10: ixBracmg IC 2-3 NO2 DFL 2x4: P=847C 0.020 Mm=2700 Mp=998 0.586= 0.606 LC2: 1.6: 0 25 9:1-3 +-260H,B1-3 -+26011 B By Others BC 4-3 NO2 DFL 2x4: P=6221 0.086 Mm 3530 Mp=2075 0.534=.0.60 LC3: 1.25: 028 20 10: ers WB 4-2 STDB DFL 2x4: P= 143T 0.058 , LC4: 250 MOVING LOAD ON BC LCS: 1.6: 0 197: 1-3 S-39 wind IC AXIAL: 1-2 -1140, 2-3 -1140 BC AXIAL: 14 1052, 4-3 1052 ' 2 WB AXIAL: 4-2337 12.04 RCTS: 1 3 MXVRT: 492 492 MXHOR: 0 0 B1-3 +260H B1-3 -260H MXUPL: -72, -72 6'-2" I S S S NOTE: TRUSS TO TRANSFER 260 PLF MAX LATERAL FORCE 12 2'-4 5/8" 12 If UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: NO2 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 x1.05 BCLL: (20) BCDL: , 10 DUR LDG FCTR: 1.25 3.5' Min BrgWdthUNO Plates: TP500 20g uno Centered on joint UNO SS IOAi. r038409 Exp. 3-3-1i 1*)) 11/ N CA ' Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea-ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 7/20/09 JE II DRWG #s I Bi LOT OAK AVENUE LLC - LOT 3 - CARLSBAD\WOPKING\B2 Defi @ 6: TL= .36in L/401 LL= . 13in L1999 Laterally brace B/C with gypsum shtg. or cont. not to exceed 10' oc Jt: X,Y 1:1,0.3 5:-1,0.3 3/4=1' BASE LOADS: 1.25: 20 14 10 5 PSF Wind: Exp B, Spd 85 *lx Bracing UNO GRAD SPEC SIZE LC 1: 1.25: 4028 775: . **2x4 Bracing TC: NO2 DFL 2X4 1.6: 0 25 381: 1-5 +-170H,1 -+2050H By Others 250 MOVING LOAP ON BC BC: SS DFL 2X6 1.6: 0 19 282: 1-5 S-39 wind WEB: STDB DFL 2X4 . 0 . . . . 00 SPCG: PLF .00 2-PLY 4 5 . 0 . . TCLL: 40 X PLF 6 . 12.04 BCLL: 1, RCTS: 1 5 . BCDL: 775 MX VRT: 5084 5084 MX HOR: 2 0 1 +2050H 1 2050H DUR LDG FCTR: 1.25 2-Ply: Nail TC w/16d @ 9in oc 3.5" Min Brg Wdth UNO Nail BC w/16d @ 3in oc Plates: TP500 20g uno NOTE TRUSS TO TRANSFER 2050 LBS MAX LATERAL FORCE Centered on joint UNO 2'-45/8" . S z2 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 4-5 NO2 DFL 2x4: P=4745C 0.244 Mm=2916 Mp=3057 0.638= 0.882 BC 1-6 SS DFL 2x6: P=4532T 0.338 Mm= 11539 Mp= 11780 0.639=.0.917 WB 6-3 NO2 DFL 2x4: P=2633T 0.465 TC.AXIAL: 1-24745, 2-3 -4540, 34 -4540,. 4-5 -4745 BC AXIAL: 1-6 4532, 6-5 4532 . WB AXIAL: 2-6 -235, 6-3 2633, 6-4 -237 1* 6-3 NO2 DFL 2x4 Lm 6'-2" lI('I 1I'( C38409 Ex. 3-3-11 1* Nz- civi OF CA Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 7/20/09 JE DRWG #s B2 LOT 3 Multiple Load Cases: Rcts, Forces &Csi's are worst case BASE LOADS: 1.25: 20 14105 PSF Wind: Exp B, Spd 85 UNO GRAD SPEC SIZE.. Code: g. - Ply - *7 - 174,3 566,7 566 1x Bracing **2x4 0 TC 4-5 NO2 DFL 2x4: P=5667C 0.411 Mm= 1226 Mp= 1480 0.328= 0.739 250 MOVING LOAD ON BC Bracingrac N%Jfl') T'1T IVA TC: 11 IJ1 BC 11-10 1&B DFL 2x4: P=5224T 0.663 Mm= 1023 Mp=703 0.148= 0.812 1.6: 0 19 17: 3-7 49,3.160,7 16011-9 S-39 wind . By Others z - 1&B DFL 2X4 WB 12-3 STDB DFL 2x4 P=749T 0.304 BC WEB STDB DFL 2X4 (1) TC AXIAL: 1-2 -4322, 2-3 4280, 3-4 -4030, 4-5 -5667, 5-6 -5667 . . . (/) 6-7 4030 7-8 4280, 8-9 -4323 . . 3 SPCG: PLF oc 2-PLY BCAXIAL: 1-124084, 12-115224, 11-105224, 10-94084 . 4 5 6. 7. It TCLL: 40 PLF . . . WB AXIAL: 2-1283, 12-3749, 12-4-1361, 4-11505, 11-5 -365 .. . 8 11-6505, 6-10-1361, 10-7749, 10-883 A 12 . . o 11 . 10 I TCDL: 28 xl.05 3204 BCLL RCTS: 1 9 MX VRT: 2978 2978 • . . DURLDGFCTR: 1.25 @ Carrier 2-Ply: Nail TC w/16d @ 9in oc 3.5' Min Brg Wdth UNO Plates: gr5 0 oo Nail BC w/16d @ 12in oc 0 20 Centered on joint UNO W E S1 Clo LU 89-0" LL 2'-8,1/4" Nz- OF 0 A CA 12 4X12 ** (5 ** 2X3 ** ** 4X5 ** ** 4X12 12 Li Hanson Truss, Inc. and 2X3 2X3 IIE!irii lt X,Y 1:1,0.3 4X10 3X8 [6X16G] 4X10 0 HANSON 9 1,0 3 TRUSS, INC DATE: 7/20/09 JE . 1/4' = 1' . (panel pts equal division uno) .• . DRWG #s • 321-4" • . . Defi @ 5 TL= 1 27m L/303 LL= 52m L/739 Camber 3/4m Z • OAK AVENUE LLC - LOT 3 - CARLSBAO\WORKING\C1 -, • . • Laterally brace B/Cwith gypsum shtg or cont. lateral support not to exceed 10' oc LOT 3 (6 Multiple Load Cases: Rcts, Forces & Csi's are worst case BASE LOADS: 1.25: 20 14 10 5 PSF Wind: Exp B, Spd 85 *lx Bracing UNO GRAD SPEC SIZE Code: CBC07 Rbdg:N 1-Ply LC 1: 1.25: 43 30 11: Bracing g 1Jf1 fltI 'WA 0 TC5-6NO2DFL2x4: P=3171C 0.179Mm=1906 Mp=831 0.507= 0.686 LC2: 1.25: 0 30 21 11: B Others TC: 1WJ LJ1I hAt z 1&B DFL 2X4 BC 1-10 1&B DFL 2x4: P=2132T 0.212 Mm=5146 Mp2960 0.583= 0.795 LC3: 250 MOVING LOAD ON BC - 'NB 10-4 STDB DFL 2x4: P791C 0.838 LC4: 1.6:.0 207: 1-7.S42 wind BC WEB: STDB DFL 2X4 MOD 3-4 .10 DFL 2x4: P=2940C 0.176 Mm=2883 Mp=4260 0.618= 0.795 . (I) TC AXIAL: 1-2 -3692, 2-3 -3171, 3-4 -2940, 4-5 -2940, 5-6 -3171 - 3 4 5 SPCG: 25.75 OC D BC AXIAL: 1-10 3470, 10-9 3660, 9-8 3660, 8-13470 . TCLL: 43 PLF, WB AXIAL: 2-10 -534, 10-3 605, 10-4 -791, 9-4 312, 4-8 -791 A TCDL: 30 x1.05 Z 8-5 605, 8-6-534 I 10 9 8 I • 32.04 BCLL: (21) RCTS: .1 7 MXVRT: 1360 1360 3-5 1&B DFL 2x4 MXTJPL: -231 -231 . : DUR LDG FCTR: 1 . 25 , 3.5" Min BrgWdthUNO Plates: TP500 20g uno Centered on joint UNO W ,ESSIo < _ ' C38409 '8 10,-011 * Exp. 3-31-11 * U. I 3'4114" OF CAL 0 4X8 X10 ** ** ** 4X8 - Hanson Truss, Inc. and 12 ' '' ' '' - 12 4 Li. 2X3 2X3 14 signing engineer accept no responsibility for the accuracy, structural ad- euacy or any other fea- ?re of ssign iless 0 1 specifically fabricated > JtXY y Hanson Truss, Inc. 1: 1,0.3 - . 3X10 , 2X3 4X10 3X10 HANSON 7: -1,0.3 TRUSS, INC. DATE: 7/20/09 JE (panel pts equal division uno) DRWG#s 321-4" OAK AVENUE LLC - LOT 3 - CARLSBAO\WORKING\C2 Defi 9: TL= .8in L/481 LL= .33in L/999 Camber 7/16in LOT z - Laterally brace B/C with gypsum shtg or cont. lateral support not to exceed 10' óc 1 3 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=3451C 0.115 Mm= 855 Mp=3736 0.723= 0.838 BC 8-7 1&B DFL 2x4: P=2114T 0.210 Mm=5152 Mp=2946 0.584= 0.794. WB 10-4 STDB DFL 2x4: P=841C 0.891 MOD 4-5 1&BDFL 2x4: P=2904C 0.172Mm=2882 Mp=4264 0.615= 0.787 TC AXIAL: .1-2 -3451, 2-3 -3053, 3-4 -2838, 4-5 -2904, 5-6 -3134. 6-7-3656 BC AXIAL: 1-10 3222, 10-9 3604, 9-8 3604, 8-7 3435 WB AXIAL: 2-10 -381, 10-3 545, 104-841, 9-4 319; 4-8 -769 8-5 594, 8-6 -536-- 3-5 l&B DFL 2x4 Jt:X,Y I 1: 1,0.3 7: -1,0.3 MUS26 2Ply2X K 1/4" - -1'• LUS28 2P1y2X K LUS28 2P1y2X1 BC OAK AVENUE LLC - LOT 3 - CARLSBAO\WORKING\C3 0 BASE LOADS: 1,25:2014 105PSF Wind: ExpB, Spd85 : *lxBracmg UNO GRAD SPEC SIZE. 1.25: 43 30 11: **2x4 0 Bracing 1.25: 0 30 2111: . TC• ' NO2 DFL 2X4 . . . 250 MOVING LOAD ON.BC . . By Others - . Z BC: 1&B DFL 2X4 1.6: 0 20 7: 1-7 S-42 wind . . WEB: )11,JD DFL bA' 'JJ C/) 3 . . 4' 5.. SPCG: 25.75 OC 3177 BCLL (21) RCTS: 1 7 . BCD L: 11 . Z MXVRT: 1348 1348 . . DURLDGFCTR: 125 . MIX .UPL: -229 -229 . . . . . 3.5" Min Br2 Wdth UNO. U.' Plates: TPSOO 20guno Centered on joint UNO W aESSIo co I(( C38409 A Exp. 3-31-11 LL 12 . . . Hanson Truss, Inc. and LL 2X3 . signing engineer accept - no responsibility for the accuracy, structural ad- 4X10 equacy or any other fea- ture of this design unless - 0 specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 7/20/09 JE DRWG#s - Defi @ 9: TL= .83in L/459 LL= .35in L/999 Camber 1/2in Z Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc 1 3 10,-U?, 3'-4 I4?' 4X8,/ *A10 4X8 3X10 2X3 4X8 (panel pts equal division uno) 32'-4" 3X8 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 5-6 1&B DFL 2x4: P= 139T 0.014 Mm=5994 Mp=6591 0.747=,0.761 BC 13-12 1&B DFL W: P=349810.444Mm=2654Mp=35210.511= 0.955. WB 4-6 STDB DFL 2x4: P=2424C 0.901 MOD 3-4 NO2 DFL 2x4: P=1619C 0.015 Mm=5795 Mp=6485 0.980= 0.996 IC AXIAL: 1-2 -3760, 2-3 -3270, 3-4 -3255, 4-5 -307, 5-6 335 6-7 -3280, 7-8 -3292, 8-9 -3972 BC AXIAL: 1-13 3498, 13-12 3498, 12-113212, 11-10 3711 10-93711 WB AXIAL: 13-2 278, 2-12 -723, 12-3 -568,,12-4 1051, 4-6 -2424 6-111099, 11-7 -570, 118 -800, 10-8 327 1-5 NO2 DFL 2x4 12-11 1&B DFL 2x4SC BASE LOADS: 1.25: 20 14 10 10 PSF Wind: Exp B, Spd 85 1.25: 4028 20: 12-11 FAS,11-40109 15 UNBALANCED LIVE LOADS. 1.6: 025 18: 12-11 FAS90,1-9 +-12011,1-12 -+327H 1.25:028 20 20: 12-11FAS100 LCS: 250 MOVING LOAD ON BC LC6: 1.6: 0 19 13 12-11 FAS67,1-9 S-° "" KC1'S: 1 9 MXVRT: 1540 1539 MX HOR: -18 0 1-12 +327H 1-12 -327H MXUPL: -61 -62 NOTE: TRUSS TO TRANSFER 3800 LBS MAX LATERAL FORCE _45 6 *1x Bracing UNO GRAD SPEC SIZE **2x4 Bracing TC: 1&B DFL 2X4 By Others BC: 10 DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 xl.05 BCLL: (20) BCDL:, 20 DURLDGFCTR: 1.25 3.5" Min Brg Wdth UNO Plates: TP500 20g uno Centered on. joint UNO 16'-2" 0'-3 1/4" fl 12 4r 3X4 Jt:X,Y 1-cE 1:1,0.3 2X3 9:4,03 MUS26 2P1y2X W 1/4=1' MIJS26 2P1y2X X LUS210 2Ply2X1 BC OAK AVENUE LLC - LOT 3 - CARLSBAD\WOPKING\C4 - LU Exp. 3-31-11 6X8 6X8 2X3 2X3 C1 V OF C 12 3X4 —14 Hanson Truss, Inc. and 30 in signing engineer accept no responsibility for the 'WORK F 1 accuracy, structural ad- SPACE 4X10 equacy or any other fea-ture of this design unless I I specifically fabricated by Hanson Truss, Inc. HANS ON 5X8 STACK 2x6 @ FAU 4X6 5X8 2X3 I 87-0"' TRUSS, INC. DATE: 7/20/09 JE (panel pta equal division uno) . - DRWG #s 321-4" C4 . Defi @ 6: TL= .79in L/483 LL= .31 in L/999 Camber 1/2in Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc LOT 3 i. Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07Rbdg:N 1-Ply TC 5-6 NO2 DFL 2x4: P= 1361 0.019 Mm=5776 Mp=6348 0.960= 0.978 BC 13-12 1&B DFL 2x4: P=37461 0.476 Mm=2507 Mp=3253 0.472= 0.948 WB 4-6 STDB DFL 2x4: P=2471C 0.918 TC AXIAL: 1-2 -4009, 2-3 -3337, 3-4 -3315, 4-5 -302, 5-6 -334 6-7 -3320, 7-8 -3336, 8-9 4010 BC AXIAL: 1-13 3746, 13-12 3746, 12-113207, 11-10 3747 10-93747 WB AXIAL: 13-2 324, 2-12 -770, 12-3 -561, 12-4 1080, 4-6 -2471 6-111093, 11-7 -557, 11-8 -792, 10-8 325 12-11 1&B DFL 2x4SC BASE LOADS: 1.25: 20 14 10 10 PSF Wind: Exp B, Spd 85 1.25: 4028 20: 12-11 FAS,11-40109 135 UNBALANCED LIVE LOADS.' 1.6: 025 18: 12-11 FAS90,1-9. +-119H,1-12 -+320H 1.25:028 2020: 12-11FAS100 250 MOVING LOAD ON BC 1.6: 0 19 13: 12-11 FA567,1-9 S- KUlS: 1 9 MXVRT: 1552 1552 MX HOR: -13 0 1-12 +320H 1-12 -32011 MX.UPL: -62 -62 I. *lx Bracing UNO GRAD SPEC SIZE **2x4 Bracing TC: NO2 DFL 2X4 By Others BC: 1&B DFL 2X4 WEB: STDB DFL 2X4 SPCG: 24 OC TCLL: 40 PLF TCDL: 28 x1.05 BCLL: (20) BCDL: 20 DUR LDG FCTR: 1.25 3.5" Min Brg Wdth UNO _45 fç - is 10 I. I. Plates: TP500 20g uno NOTE: TRUSS TO TRANSFER 3800 LBS MAX LATERAL FORCE Centered on joint UNO 162-2" ESSIQ 5'-8518" f(( C38409 jnfl .6X83X64815I k\* Exp. 3-31-11 1k)) 6X8 .2X3 CIVIL. OF CAL 12 12 14 Hanson Truss, Inc. and 30 in : signing engineer accept no responsibility for the ______________ "WORK. XF accuracy, structural ad- SPACE 4X10 equacy or any other fea-ture of this design unless ________________________________________ Jt:X,Y ___________________________ specifically fabricated by Hanson Truss, Inc. 1: 1,0.3 2X3 5X8 STACK 2x6 @ FAU 4X6 HANSON 9: -1,03 I 8'-0" TRUSS, INC. DATE: 7/20/09 JE 1/4h1 =1 (panel pts equal division uno) 327-4" DRWG #s • Defi @ 6:n= .75in L/513 LL= .3in L/999 Camber 7/16in C5 OAK AVENUE LLC - LOT 3 - CARLSBAD\WORKING\C5 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed o' oc - LOT 3 i• Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply IC 2-3 NO2 DFL 2x4: P=5304C 0.369 Mm= 1949 Mp= 1900 0.521 = 0.889 BC 1-12 NO2 DFL 2x6: P=502410.652 Mm=2661 Mp=26490.241= 0.893 WB 12-3 STDB DFL 2x4: P= 1367T 0.555 TC AXIAL: 1-2 -5293, 2-3 -5304, 3-4 -4987, 4-5 -4469, 5-6 -4469 '6-7 -2535, 7-8 -2703, 8-9 -2792 BC AXIAL: 1-12 5024, 12-114881, 11-10 3658, 10-9 2645 WB AXIAL: 2-12 145, 12-3 1367, 12-4 342, 4-11466, 11-5 -135 11-6921, 6-10-1271, 10-7640, 10-8-75 BASE LOADS: 1.25: 20 14 10 5 PSF Wind: Exp B, Spd 85 , 1x Bracing 1.25: 40 28 25: 12-9 10,12 2868 **2x4 Bracing 1.25: 028 20 10: 1-1245,122868' ' By Others 250 MOVING LOAD ON BC' . 1.6: 0 19 17: 12-9 7,12 940,1-9 S-39 wind 32.04 RCTS: 1 9 MXVRT: 3572 1922 @- Carrier 2-Ply: Nail IC w/16d @ 9in oc Nail BCw/16d@ 12inoc UNO GRAD SPEC SIZE TC: NO2 DFL 2X4 BC: NO2 DFL 2X6 'WEB: STDB DFL 2X4 SPCG: PLF. OC 2-PLY TCLL: 40 PLF TCDL: 28 x1.05 BCLL: (20) BCDL: 25 DUR LDG FCTR: 1.25 3.5' Min Brg Wdth UNO Plates: TP500 20g uno Centered on joint UNO vrv <<' () ' C38409 * Exp. 3-31-11 * TVI OF CA ** 12 ' ' Hanson Truss, Inc. and - signing engineer accept 2X3 ' no responsibility for the accuracy, structural ad- equacy or any other fea- f 2— ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON JOY, 10 ' TRUSS, INC. DATE: 7/20/09 JE DRWG#s Defi © 5: TL= .94in L/409 LL= .38in L/999 Camber 9/16in C6 Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc LOT 3 8'-O" 2'-8 1/4" 4 r-2>3 Ea 12 5X12 Jt:X,Y Li 1: 1,0.3 10X10 9:-1,0.3 71411 1/4=1' OAK AVENUE LLC - LOT 3 - CARLSBAD\WORKING\C6 ** 2X3 ** ** 3X6 3X10 5X6 (panel pts equal division uno) 32'-4" 40 BASE LOADS 1.25: 20 14 10 5 PSF Wind: Exp B, Spd 85 1.25: 4028 522: 3-4 174,3 566 1.6: 0 25 245: 3-4 67,3 216,1-4 +-266H,1 -+2050H 250 MOVING LOAD ON BC 1.6: 0 19 181: 3-449,3 160,14 S-39 wind TC AXIAL: 1-2 4069, 2-3 -1433, 34 -1370 BC AXIAL: 1-7 3885, 7-6 3885, 6-5 0 . 3 4 WB AXIAL: 7-2 1611, 2-6 -2768, 6-3 -353, 6-4 2934, 5-4 -2678 . . 2 —r 6-4 NO2 DFL 2x4 71-411 RCTS: 1 5 MX VRI: 23 26 I MX HOR: 0 0 1 +2050H 1 -2050H 2'-5 9/16" Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=4069C 0. 192 Mm=2146 Mp= 1922 0.485= 0.678 BC 1-7 SS DFL 2x6: P=38851 0.290 Mm =9017 Mp=4512 0.489= 0.779 WB 6-4 NO2 DFL 2x4: P=29341 0.519 *lx Bracing UNO GRAD SPEC SIZE **2x4 Bracing TC: NO2 DFL 2X4 By Others BC: SS DFL 2X6 WEB:STDB DFL 2X4 SPCG: PLF oc TCLL: 40 PLF TCDL: 28 xl.05 BCLL: . BCDL: 522 DUR LDG FCTR: 1.25 3.5' Mm Brg Wdth UNO AL FORCE Plates: TP500 20g uno Centered on joint UNO IO C L ~ 38409 IV 1L_ . 3-31-U )ll I/.J OF CAL' Id Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad-equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 7/20/09 JE DRWG #s Dl not to exceed 10' oc LOT 3 Jt: X,Y 1:1,0.3 ie I I, = OAK AVENUE LLC - LOT 3- CARLSBAD\WORKING\DI . Defi @ 7: TL= . l7in L/544 LL= .07in L1999 Laterally brace B/C with gypsum shtg. or cont. lateral FO ." 3 12'-6" 4'-5 15/16" Defi @ 7: IL= .33in L/894 LL= . 14m L/999 * Laterally brace B/C with gypsum shtg. or cont. lateral support Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 1-Ply - IC 2-3 NO2 DFL 2x4: P=2002C 0.099 Mm=2400 Mp=2682 0.608= 0.707 BC 6-5 NO2 DFL 2x4: P= 1428T 0.197 Mni=4814 Mp=2643 0.728= 0.925 WB 3-6 STDBDFL 2x4: P=639T 0.260 TC AXIAL: 1-2 -2322, 2-3 -2002, 34 -2038, 4-5 -2368 BC AXIAL: 1-7 2146, 7-6 1424, 6-5 2193 WB AXIAL: 2-7 -479, 7-3 637, 3-6 669, 64 -502 Jt:X,Y 1:1,0.3 5:4,03 LUS2 12(JS2 vWS OAK AVENUE LLC - LOT 3 - CARLSBAO\WORKING\EI BASE LOADS: 1.25: 20 14 10 5 PSF Wind: Exp B, Spd 85 LC 1: 1.25: 4028 10: 1.25: 0 28 20 10: 250 MOVING LOAD ON BC 1.6: 0 197: 1-5 S-39 wind RUTS: 1 5 MX VRT: 977 977 MXUPL: -147 -147 *lx Bracing UNO GRAD SPEC SIZE **2x4 Bracing TC: NO2 DFL 2X4 0 By Others Z BC: NO2 DFL 2X4 - WEB: STDB DFL 2X4 (I) C') SPCG: 24 OC 3 TCLL: 40 PLF TCDL: 28 x1.05 Z BCLL: (20) BCDL: 10 Z DUR LDG FCTR: 1.25 >- 3.5 Mm Brg Wdth UNO Plates: TP500 20g uno Centere joint UNO W • ESSI • ((( C38409 Exp. 3-31-11 LL CIVIU Hanson Truss, Inc. and Li_ signing engineer accept — no responsibility for the structural ad- 0 o accuracy, equacy or any other fea- ture of this design unless 0 specifically fabricated - by Hanson Truss, Inc. • HANSON TRUSS, INC. DATE: 7/20/09 JE DRWG#s — El not to exceed 10' oc LOT 3 4X8 2'-8 1/4" 3X4 ** ** ** Jt:X,Y EJ 1:1,0.3 1 7:4,03 3X8 3/8=1' OAK AVENUE LLC - LOT 3 - CARLSBAD\WORKING\E2 (panel pts equal division uno) 25'-O" 4X10 Multiple Load Cases: Rcts, Forces & Csi's are worst case Code: CBC07 Rbdg:N 2-Ply TC 34 NO2 DFL 2x4: P=2943C 0.134 Mm= 1996 Mp=2645 0.488= 0.622 BC 9-8 NO2 DFL 2x4: P=3494T 0.618 Mm= 1237 Mp=701 0.239= 0.857 WB 9-3 STDB DFL 2x4: P=397T 0.161 TC AXIAL: 1-2 -3210, 2-3 -3122, 3-4 -2943, 4-5 -2943, 5-6 -3122 6-7-3210 BC AXIAL: 1-9 3030, 9-8 3494, 8-7 3030 WB AXIAL: 2-9 78, 9-3 397, 9-4 -609, 4-8 -608, 8-5 397, 8-6 78 BASE LOADS: 1.25: 20 14 10 5 PSF Wind: Exp B, Spd 85 LC1: 1.25: 40 28 25: 3-5 174,3 566,5566 J.C2: 250 MOVING LOAD ON BC LC3: 1.6: 0 19 17: 3-5 49,3 160,5 160,1-7 S-39 wind *lx Bracing UNO GRAD SPEC SIZE **2x4 Bracing TC NO2 DFL 2X4 By Others WEB:STDB DFL 2X4 3 4 5 SPCG: PLF OC 2-PLY TCLL: 40 'PLF A 8 TCDL: •28 x1.05 24.71 BCLL: RCTS: 1 7 BCDL: 25 MX VRT: 2248 2248 DURLDGFCTR: 1.25 @ Carrier 2-Ply: Nail TC w/16d 9in oc 3.5 Mm Brg Wdth UNO Nail BC w/16d @ 12in oc Plates: TP500 20guno Centered on joint UNO L- cc C38409 oo - * Exp. 3-3-11 * LP 4X8 ** 12 2X3 Hanson Truss,' Inc. and signing engineer accept no responsibility the 4X10 accuracy, structural a equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. TRUSS, INC. DATE: 7/20/09 JE DRWG #s E2 Defi @ 4: TL= .58in L/511 LL= .24m L/999 Camber 3/8in 'Laterally brace B/C with gypsum shtg. or cont. lateral support not to exceed 10' oc LOT 3 ii• ii• Multiple Load Cases: Rcts, Forces &Csi's are worst case Code: CBC07 Rbdg:N 1-Ply TC 1-2 NO2 DFL 2x4: P=751C 0.008 Mm= 1496 Mp= 178 0.304= 0.312 BC 4-3 NO2 DFL 2x4: P=65610.091 Mm=2761 Mp= 1561 0.417= 0.508 WB 4-2 STDB DFL 2x4: P 188T 0.076 BASE LOADS: 1.25: 20 14 10 5 PSF Wind: ExpB, Spd 85 LC 1: 1.25: 4828 30: Lç2: 1.6: 02527:1-3 +260H,B1-3 +260H;B13 ' . LC3: 1.25: 0 28 20 30: 250 MOVING LOAD ON BC *lx Bracing UNO **2 4 Bracing By Others g GRAD SPEC SIZE TC: NO2 DFL 2X4 BC NO2 DFL 2X4 WEB: STDB DFL 2X4 1.6: 0 1920: 1-3 S-39 wind TC AXIAL: 1-2 -811, 2-3 -811 - BC AXIAL: 14 751, 43 751 WBAXIAL: 4-2 391 2 SPCG: PLF OC TCLL: 40 PLF . (20) :: RCTS: DL: 30 MXVRT: 442 442 DUR LDG FCTR: 125 4'6 1/2" MX NOR: 638 638 B13 +26011 B13 260H MXUPL: -84 -84 I I 12 . 3.5" Min Brg Wdth UNO I NOTE: TRUSS Td) TRANSFER 260 PLF MAX LATERAL FORCE Plates: TP500 20guno Centered on joint UNO 1'-10 1/8" . iro Jt: X,Y 1: 1,0.3 3: -1,0.3 Il= Exp. 3-31-11 Hanson Truss, Inc. and signing engineer accept no responsibility for the accuracy, structural ad- equacy or any other fea- ture of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 7/20/09 JE DRWG #s Fl not to exceed 10' oc LOT 3 OAK AVENUE LLC - LOT 3 - CARLSBAD\WORKING\FI - Defi @ 4: TL= .04in L/999 LL= .01in L/999 - Laterally brace B/C with gypsum shtg. or cont. lateral fl . Li TRUSS CLIP OR (1)16d A TRUSS BOTTOM CHORD TRUSS BOTTOM CHORD . . €1 _ __ LjJ PLATE No. 38409 ))J . p. 3/31/11 I . TRUSS CLIP 2X PLATE LLLW Z (L OR ()6d . . e CA xx 0.0)- A . Z O U uzo . NON-BEARING. PARTITION PERPENDICULAR TO TRUSS . A-A . -SECTION I I 2X BLKG. AT 2'-0 D.C. I I Li TRUSS BOTTOM CHORD _B i z TYPICAL <0 . ______ (1) 16d NAILS - . -BRACING EVERY THIRD z - \ BAY AT O'-O' O.C. . 2XBLK / (Th'P.) . of B / 2X BLK - ATTACH W/(2)16d tn c. NAILS AT EACH END -"--' z z NON-BEARINGPARTITIONPARALLELTOTRUSS SECTION B-8 . _ 0 I- TRUSSES SPACED CHAMFERED OR REQUIRED Ilk t SQUARE BLOCK PER ARCH. PLANS 0 NAIL TRUSS TO BLOCK ONAIL PRUSS ACER C C cr im ui TO T IL LLJ (3)16d TYP . 0 x . o __________ _____ >< Z z 0 \ EXTERIOR WALL . . . . .4 Lij I SET NEXT TRUSS . . ., ... . IM LU UALL TRUSSES ARE FOR FLAT TRUSSES.W/SP.ANS ERECTED . G REATER THAN 2O'-O" TRUSSATEXTERIORWALL •. . SECTION C-C .. . # 0 .J Lit II fl A IL - rAn, I TRUSS PER ENGINEERING COMPRESSION WEB BRACE NOTE: COMPRESSION WEBS MAY OCCUR AT ANY ANGLE, THEREFORE THE 45 DIAGONAL IS NAILED TO THE WEB ON THE SANE PLANE THAT THE WEB OCCURS. PLEASE SEE FIGURE 1(d) IN THE COMMENTARY AND RECOMMENDATIONS FOR BRACING WOOD TRUSSES BY T.PJ Inc. FOUND IN THE INSIDE FRONT COVER OF OUR SHOP DRAWINGS. RESSION AL INC 2X4 SCAB E5S10 0 lz 00 20 J'•• Exp•33 )) F CA c— COMPRESSION WEB UZC 0 < uw U Lie u IA . • NSECTION A—A . . (3 zu I- 2-16d . -. I.. 2X4SCA . TRUSS WEB @12 O.C. US SECTION A—A Z o LL ch (' END OF COMPRESSION • ('VTEE" BRACING • LL BRACING DETAIL . • . • ..... ..•. • 2x4 BRACE AT 48" O.C. \RIDGE BLOCKS1 QFtSS/ , AS SPECIFIED A —c____ w m w BY OTHERS—\ w No. 384 711 ,,,ON PLANS E R 2x4 ADD ON BY OTHERS IF NO IF NOTCHES DO N )T civil ~~o FALL -ON STUDS FALL VENT OF' 0 C ZE< LJ - REQ x z o Z7 cn uj Q to UJ _____ " Zz \ OU D rCROSS I - - - BRACE AT RIDGE(FOR TRUSS STACKING LLJ ______ -lj\ ______ R 16-0" O.C. MAX. ONLY. SEE UJJ ______ _____ ry _ ______ _____ 0 - -J - STRUCTURAL DETAILS U SECTION A-A FOR WALL BRACING.) Z P1 16" O.C. —2x3 TYPICAL A , O TYPICAL (OPT TOE NAIL zu ry W/(3)16d) - ..._- GABLE STUD ' TYPICAL CABLE END TRUSS . . ... 1 - - 2x4 BRACE • IF STUD HEIGHT EXCEEDS 5'9" . (2)16d -_ 0 - AT 48" O.C. LLJ BRACE PER SECTION A—A-7 2x4 CONT..Ic SEE SPECIFIC TRUSS DRAWINGS FOR 0 AS SPECIFIED WOOD AND PLATE SPECIFICATIONS-1--... • / (2)16d S 5 z ONPLANS t S o 0 CD BY OTHER.,ON NOTCH IF WEB LENGTH EXCEEDS 7'-6" z CE AT MID PANEL W/8—O" LONG MEMBER TO WEBS 0 CONNECTION DETAIL U, BEYOND Wo 2x4 SOLID BLOCK I S (3)16d— : XV' (3)16d ZUJ v)IL 2x4 ADD ON B/O. WIF NOTCHES DO NOT • • S TRUSS TRUSS 'ZO 06 0 0 0 2x4 BRACE 0 • I 20 TYPICAL W/(4)16d'S • D.C. PICAL (OPT. TOE NAIL TO TRUSS S W/(3)1 ) 0 . 00 TYPICAL FILL TRUSS S CONNECTION DETAIL 0 0 Q 311/2' LAA V El_fl' . 'nfl' nor,ITKlr- TOP & BOUOM CHORDS 2X4 HEAD- OUT 0 T&B 2X4 RAFTER OR CJ. ) - DETAIL © 30X0 ATTIC ACCESS Cu C-, .4 -. ,SSiQ (( No. 38409 I Exp. 3/31/11 CIV OF C I NOT TO SCALE FESS/o, / ' No. 38409 - Exp. 3/31/11 CIV'. a: OF- z CA\- Z Uza v z amc U< a: rn Li UVJ ir I - RL)L= IV BOLL = 10 PSF BCDL = 10 PSF S TOP CHORD LL DEFLECTION L/180 T BOT. CHORD LL DEFLECTION = L/240 0 03 - (fl '.J - F'- ( U -3 0 IL 0< -) 0 I> L&J S SEE CA HIP DETAIL DESIGN' FOR TOE WI— NAILING PATTERN IN THIS PACKAGE. TO: DFL #1 & BETTER 2X4 BC: DFL #2 2X4 SPCG.: 24" O.C. 1—PLY DUR LDG FCTR.: 1.25 TOLL = 20 PSF :adU-i No. 38409 711 Exp. 3/31/11 < uzo l,J ' zu z I.: -J I— Li o — I U- -w 0 I 0' ( H >-Q • 0•"' ''0 (5)8d's STAGGERED © 1 1/2" O.C. (EACH SIDE)-1 (5)8d's STAGGERED © 1 1/2" O.C. (EACH SIDE) 1/2" PLYWOOD GUSSET (EACH SIDE) 1"±(TYP) I 1"±(TYP) 8"± 8"± 0 L=16" MAX Ilk MOMENT CAPACITY OF NAILS 7811/NAIL 5—NAILS 1 e = (55 - 1 - 1) = 35 M = 35 x 5 x 78 x 2 = 273011 NOTE: NAILS DOMINATE OVER 'PLYWOOD VALUES * 6' 2 '1' 32PLF 1'64'1'6 188 312 I I PLF 12 I 6' 4' 1 1 •32 PLF 164 PLF194 SPAN = 842 6' 6' 10 190 = 11.3 - 331 32 PLF ' 64 PLF T) 56 0 M = io L = 2730 L = 144 +1 1/2 BRG = 16 fr'No. 38409 rfl 7111 Exp. 3/31/11 FRAMING OF FIREPLACE STACK SHOWN Z KIOTI. NOTE: FOR DEMONSTRATION PURPOSES ONLY. -_ - 09 0. cn a FOLLOW ARCHITECTURAL/STRUCTURAL -. - TRUSS WEB CONFIGURATION MAY VARY. SEE SHOP PLANS FOR TYPICAL FRAMING. DRAWING FOR ACTUAL WEB CONFIGURATION. Wi gix zJ 1 < — W o 0 — -,--• LL • N • J •• __ N - - l SHEATHING PER --------------- / PLANS • - ---_j - • - • IL • • • w 0 (I, / LSCAB ON 2x4 ONE SIDE W/16d S AT 9 0 C 8/0 WHEN CHIMNEY STACKS ON TRUSS F-1 L1!SA!Abif€ LI . .• - - • ___ __ - A MI _______ :ii- v,•' SEE SECTION 'A' 2x4 RAFTER - -, I!0I'1 2X4 CONT. LATERAL BRACING BY OTHERS AT 24" ON CENTER (2)16d NAILS TYPICAL DBL. HIP TRUS JACK RAFTER TO TRUSS TOP CHORD SECTION—"C" LOOSE JACK RAFTER >ç > FIRST COMMON TRUSS BLOCK HIP TRUS S 2x4 RAFTE , 7 SECTION B fl lJJ w 0 it ry CL z CL l U - L WHEN REQUIRED LJACKS LBOTTOM CHORD ONLY W/BOUOM CHORDS (WHEN REQUIRED) ESSi OR 2x4 RAFTERS ATTACH B.C. TO TOP IP TRUSS PLATE W/3-12d NAILS .flOSE JACK RAFTER No. 38409 Exp. 3/31/11 J .C. PLAN VIEW - BLK W/(4)16d TO TRUSS (ALTERNATE (2)16d END NAILS DOUBLE TRUSS AT 1ST HIP' ONLY WHEN REQUIRED. REFER TO ENGINEERING SET BACK VARIES TO 8-0" (WITH 2x4 TOP CHORD) LINE OF PLATED 2X4's © ALTERNATE STACKED HIP RAFTER. 1 CONTINUOUS HIP BEAM W/TAIL RIPPED TO 2x4 L.L. PLUS D.L. < 36 PSF' : USE #2 DFL 2x6 FOR SET BACK OF 7'-2" OR LESS USE #1 DFL 2x6 FOR SET BACK OF 7'-3" TO 7'-5" USE #2 DFL 2x8 FOR SET BACK OF 7'-6" TO 8'-0" 2X BLK. B/O UNDER HIP RAFTER w/(4)16d TO T.C. (BLK NOT REQUIRED © STACKED 2X4's) .....- - II HIP RAFTER—' 1ST HIP TRUSS—' 2X BLKG. B/O (ALT. BAYS)- SECTION 'A' 0 z i 38409 Exp. 3/31/11 eo P34 CLIP 2X4 © B.C. W/2-16d (ALTERNATE A' -N111111111- TOE NAIL OR A34. EA. © ENDS) END OR "LU" TYPE HANGER.7 ' ..: : IT __ DV —SPACING DETERMINED riDE' DFMVI rrMTPrTn ''.:.. (MAX 15-0" O.C. W/2.'." DIA. PIPE) PLAN -2X4 © T.C. WHERE OCCURS (SIMILAR ATTACHMENT AS BOTTOM CHORD) RINKLER & WENT B/O. —0." 2X4 © B.C. w/2-16d O.C. © 2" DIA. PIPE TOE NAIL OR P34 W/2-16d EA. END TO B.C. OR "Lu" TYPE HANGER ALTERNATE SUPPORT GREATER THAN FIRE SPRINKLER PIPE LESS F AN [ FIRE SPRINKLER NOTES I - IF PIPE ATTACHMENT OCCURS 8" OR LESS FROM I A JOINT, NO SCAB—ON IS REQUIRED. - IF PIPE ATTACHMENT OCCURS GREATER THAN 8" I FROM A JOINT, PROVIDE X4 SCAB—ON TO ONE [ SIDE w/16d NAILS © 12 O.C. FIRE SPRINKL TO DESIGN A' TO TRUSS. D BY HANSON INSTALLATION. SHALL BE APPROVED X4SAB—ON BY OTHERS PRIOR .-GREATER 12" O.C. TYPICAL TOP CHORD SCAB—ON DETAIL FOR 250 lb. SPRINKLER PULL LOAD TRUSS PER PLAN ~TL ESS TYPICAL BOTTOM CHORD HAN ' 1 2X4 SCAB—ON BY OTHERS w/16d © 12" O.C. MATERIAL AND HARDWARE BY OTHERS OtTMI.S 9N M cO,TU.L mo 00 IT NRItY RUI.T ACTOR. FOOOAC. CMqSLMT OR' BY O€SOF EIGF€ER FOR ACTUAL cON00I. ATLOUIENT. SIZE & OURIITTY ARE RECDWEIIOEO C=LINM WXR TO O(5 000.RIGS FOR ACTUAL. CDNDFTWNS. APPLICABLE USE AL A1tONT. )v w c., CD M No. 38409 Exp. 3/31/11 :'C cmz uzn - ALT. HIP RAFTER Z o u WHERE OCCURS - - (See Truss Framing) -K W/BOTTOM JAu 13 HEEL PLATE DRAG FORCE 3X4 187011 3X6..:' .2800# 4X8• 3740# 5X10 4680# WHERE OCCURS (See Truss Framing) - -E: El El -t El SHEAR WALL PER PLANS 8'-0' MAXIMUM SPAN r.L JACK W/ BOTTOM CHORD OVER SHEAR WALL - ' TO TRANSFER LATERAL FORCES -< i-I IL aA 0 • - V V • I 0 • . -.-. In z - z -J J. - - z ESSi, No. 38 OF OEZ z UZO = 03 kD LLJ _j 0 7( 0 wo C3 0 z<Y JT x : ; OZ ______________ TYPICAL HEEL CONDITION OFF SET CONDITIONS < 4z zu (f) .. ... LLI.. H-.--- CENTERLINE ON JOINT LLJ 00 0 La CENTERLINE ON JOINT w Li ENTERLINE ON. JOINT .. . . W z / I .0 Li IL / U> TYPICAL ,CENTERLINE ON JOINT OFF SET CONDITIONS *lx Bracing UNO GRAD SPEC SIZE By Others IC: NO? DFL 2X4 BC: NO? DFL 2X8 WEB: STDB DFL 2X4 SPCG: PLF :2—PLY TCLL: 32 TCDL: 32 BCLL: BCDL: 10 CUR LDG FCTR: 1.25 3.5" Mm n Brg Wdth UNIO Plates: IP— 500 ICBO:5039 LA:23996 Centered on joint UNO FORCE IN COMPRESSION Multiple Load Cases: Rcts, CHORD AXIAL STRESS INDEX PANEL POINT MOMENT IP=4415C1 0.368 Code: PSA Rbdg:Y 2-Ply PANEL MOMENT TC 4-5 NO2 DFL 2x4: OP CHORD BENDING STRESS INDEX BC 6-5 NO2 DFL 2x8: IP4O72TIIO.434I Mm=-7759 0.884 JhL~— STRESS INDEX7759 Mp=2518 [4} = I I BOT. CHORD BENDING STRESS INDEX TC AXIAL: 1-2 -3721; 2-3 -3049, 3-4 -3057, 4-5 -4415 '—BOT. CHORD AXIAL-STRESS INDEX - FORCE IN TENSION BC AXIAL: 1-8 3412, 8-7 3412, 7-6 4072, 6-5 4072 WB AXIAL 8-2 541, 2-7 -769, 7-3 21,36, 7-4 -1397, 6-4 900 LOAD CASE 1 DURATION LOADING FACTOR & LOADS IN PLF UNIFORM LOADS FROM JOINTS 8 TO 5- 3 CONCENTRATED LOADS AT JOINT 8- 2 4 22.71 1 CTS: 1 5 MX VRT: 3164 4610 MX HOR: -2724 0 178.8 390 LOAD CASE 2 (LATERAL CALCS) DURATION LOADING FACTOR & LOADS IN PLF HORIZONTAL LOADS APPLIED TO TOP CHORDS UNIFORM & CONCENTRATED LOADS (WITHOUT LIVE LOADS) 2-Ply: Nail TC w/16d @ 12in oc Nail BC w/16d @ 61n oc NOTE: TRUSS TO TRANSFER 120 PLF LATERAL FORCE 5-1 9/16"" 3/8"= 1' PANEL POINT LOCATIONS SHALL BE EQUAL DIVISIONS UNLESS NOTED OR DIMENSIONED OTHERWISE' ri No. 38401) Exp. 3/31/11 OF CX\Y Hanson Truss, Inc. and signing Engineer accept no responsibility for the accuracy, structural adequacy or any other feature of this design unless specifically fabricated by Hanson Truss, Inc. HANSON TRUSS, INC. DATE: 8/23/00 PD DRWG#s TL Defl @.7= .3in L SAMPLE CALC rn N0.38409 Exp. 3/31/11 CA 0 SHEAR VALUES' DIRECTION OF LOAD WITH RESPECT TO LENGTH (A1F no n Rn° Qfl° 1 9n1fl *NOTE: FULL COPY AVAILABLE UPON REQUEST 20 DFL 1 153 151 91 108 20 HF 112 117 87 87 20 SPF 120 113 88 98 20 LYL 118 96 112 134 18 DFL . 114 126 85 102 18 HF 108 103 71 68 18 SPF 128 119 1 85 70 20 I 1246 880 L 18 1367 1086 -Values are pounds per inch per pair of plates 20 545 650 10641 626 I 357 1 401 18 654 1 676 112281 649 I 438 1 497 -Values are pounds per inch per pair of plates TJIWBER PRODUCTS INSPECTION, INC. dba GENERAl. TESTING AND INSPECTION AGENCY lOil SE 124'° AVEHUE VANOUVEE WA 6E. Timber 1"roducm Inspection (TP) and General Testina anti inspection ((d'rl) are code 'woognizeo by the Intemicna1 Conrence of Building Offitials (ICED E.S.) which as sf :anuary t 200Z became the tniematonaJ Arethtaodn Sereira Inc (LAS) with the new assigned ?vmberol AP-6B4 Th2sis Iovvfy that: IlAP4SON TRUSS, INC CHINO. CA Is curTenty an sctricj rnarnberin good standing in mG TP Third Party Truss Auditing Program end ham been since JUL'? 1991 BRIAN HENSLEY TRUSS MNECR. WESTERN QtVIStCN TIMBER PRODUCTS 0 INSPECTION LA.CITY R. R. 23996 LC C. ESR-2765 *SUMMARY OF I.C.C. EVALUATION REPORT ESR-2765 a REISSUED ON NOVEMBER 1, 2008 TP-500 TRUSS PLATES LATERAL RESISTANCE VALUES DIRECTION OF GRAIN & LOAD WITH RESPECT TO LENGTH GAGE SPECIES AA EA AE EE -Values are pounds per square inch of plate contact area -Plates are installed in pairs on opposite faces of truss member -Values are based on gross area method TENSION VALUES DIRECTION OF .LOAD WITH RESPECT TO LENGTH GAGE 00 900 Diagonal bracing-repeal at approximately 20 feet intervals in length 01 aitdlng. Added diagonal far roofs. bracing in the plane of the web members, - prevents lateral movement Space: 12 feel to 16 feet on center across building Space: 8 feet on center am se building for Mrs, Figure 4(a) 2/asses (typical) vCanbnaOa5 lateral I bracing maintains II spacing. but permits I) trusses to move Il laterally. 5pm. Tugline • . Diagonalslone braced bay at approximately ____________________________________ 20 teat intervals, repeat 01 bath ends. Contrut us lateral bracing P All top chords d o feet to 10 test can buckle t point. :ttne together if there is no diagonal E14 11F Ridge line Bottom chord olhusses (typical) Roof podia (typical) Top chords can buckle despite bequest pa/ins Figure 6(0) Figure 4(b) between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not requited throughout the length of the building, but it is recommended that it be located at least at each end of the building. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefore, left in place as permanent bracing. Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This Construction load should be limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingles) 10 lane braced bay. Repeat at both at approximately 20 toot intervals Diagonals bracing nailed to under side of top chord prevents lateral movement 01 top chord. Ridge line chard (typical) Figure B(b) If purlins are used, spaced not exceed the buckling length of the top chord, and adequately attached to the top chord, it is recommended that diagonal bracing be applied to the underside of the (op chord to prevent lateral shifting of the purlins. Figures 6(a) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. ((is recommended that this diagonal bracing, as shown in Figure 6(b), be installed on both sides of the ridge line in all end bays. If the building exceeds 60 feet in length, this bracing should be repeated at intervals no greater that 20feet. 2. Web Master Plane. The purpose bracing is to hold the trusses in a vertical position and to maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling 13 should be placed on the trusses in any one area; they should be spread Out evenly over a large area so as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support it. It should not be dropped or even set temporarily any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higherwalls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams, etc.) to achieve total integrity. is length of a web member. As described earlier in the discussion of building design and truss design (STAGE ONE), diagonal bracing or end anchorage is essential to stabilizethe lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing in the plane of the webs is a matter of judgment to be made by the building designer, and will depend upon the truss span, truss configurations, type of building, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the top chord. For floor trusses the cross bracing should be approximately 8 feet on centers. Lateral 2x6 strong-backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs 3. Bottom Chord Plane. This bracing is required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal root or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into aide walls, hear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each end of any building, and additional such bays be located at specified intervals no to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must, due to the nature of responsibilities involved, be presented only as a guide for the use 01 a qualified building designer, builder, or erection contractor. 14 Permanent bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. In addition, permanent bracing must be designed to resist lateral forces imposed on the completed building bywind or seismicforces. Permanent bracing may be subdivided into three logical components: 1. Top Chord Plane. This bracing is designed to resist lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggered joints and adequate nailing, a continuous diaphragm action is developed and additional bracing in the plane is generally not required. Some metal roofing materials may be depended upon to act as a diaphragm when properly lapped and nailed. Selection and use of these materials is atthe discretion of the building designer. 12 APPENDIX It is intended that this appendix contain only tentative recommendations that may be used as a guide for on-site handling and erection until a more complete statement can be prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relatively smooth ground. They shall not be unloaded on rough terrain that would cause undue lateral strain that might result in distortion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed in the act of dumping. The builder shall provide protection from damage that may be caused by on-site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending of trusses or to allow tipping or toppling while the trusses are banded or when the banding is removed. If trusses fabricated with fire retardant treated wood must be stored prior to erection, they should be stored in a vertical position to prevent water containing chemicals leached from the wood from standing on the plates. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct contact with the trusses and which can be ventilated to prevent condensation. ERECTING TRUSSES. The truss erector or builder shall take the necessary precautions to insure that handling and erection procedures do not reduce the load-carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and in- plane (i.e., trusses will be properly aligned). 15 Approximately 2/3 to 314 of buss length____________ Taglina Figure A(l) A suggested procedure for lifting trusses is illustrated in Figure A(1( if the truss span does not exceed 30 feet. 16 Figure A)2) For truss spans between 30 feet and 60 feet a suggested lifting procedure is shown in Figure A(2). It should be noted that the lines from the ends of the spreader bar be-in." If these lines should "toe- out," they will tend to cause buckling of the truss. 17 Figure A(3) For lifting trusses with spans in excess of 60 feet, it is recommended that a strong-back be used as illustrated in Figure A(3). The strong-back should be attached to the top chord and web members at intervals of approximately 10 feet. Further, the strong-backs should be at or above the mid-height of the truss so as to prevent overturning. The strong-back can be of any material with sufficient rigidity to adequately resist bending of the truss. 18 1166 . POST-TENSION DESIGN, DESIGN CALCULATIONS for POST TENSIONED SLAB ON GRADE ri OAK AVE LOT #3 Project Number: 2586 7/13/09 Prepared for; Post-Tensioning & Reinforcing Steel Contractor ~POST-TENSION DESIGN U N L I M I T B D OAK AVE. LOT #3 Project #2586 Table of Contents 0 Design Criteria.& Parameters Slab Design- FNDN Program Output c1 52x37 / Vertical Loads on Foundation 0 0 POST ]I.ESI13-1 261 S. Pacific Street, Suite A Phone:760-591-3260 - San Marcos, CA 92069 Fax:760-591-3239 U N L I M I T E Project: OAK AVE. LOT #3 Pages: 1 of Project Number: 2586 By: MFS Client: Date: 7/13/09 Design Criteria and Summary of Results Structural Design Criteria Codes: California Building Code 2007 PTI 2004 Third Edition- Standard Requirements for; -Analysis of Shallow Concrete Foundations on Expansive Soils (with addendums) -Design of Shallow Post-Tensioned Concrete Foundation on Expansive Soils as referenced in the CBC 1805.8.2 Geotechnical Parameters reference: Geotechnical Report by- Taylor Group Inc. # G09.00519 4/27/2009 Allowable Bearing Pressure: 450 Soil Site Class: D Expansion Index (El): Foundation Category(s): AT 1 Subgrade Friction Coefficient u:. 0.30 Soil Modulus of Elasticity E: Encapsulation: no - Corrosion - psf PH: Soluble Salt Content: Chloride: Conductivity (Ohm): Sulfates: ksi f's: 2500 psi Vapor barrier! Capillary break: 15 mil stego over 4" compacted aggregate base. Categories IA I II Ill IV Expansion Index Settlement- Dynamic Static I "I40 Soil Design Parameters, Embedment Slab Thickness moisture dist. (ft) duff. A (in) Categoryl El emc I erne Ymc I Yme I 4.5 J2.0 0.1 1 0.05 - Slab Design Results - Rm Dimansions (inches) Category Exterior Embed. Total Height Exterior Interior -- Slab t 12 20 na- 9 P OS'J1 DESIGN - -TENSION S. Pacific Street, Suite A Phone: 760-591-3260 San San Marcos, CA 92069 Fax:760591-3239 N L I M I T E D ptdunhinhited(2iicnt.net Project: Oak.Ave. Lot #3 CAT 1 Pages: 1 of 6 Project Number: 2586 By: MFS Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Date: 7/14/09 PTFD Version 2.1 PT SLAB DESIGN BY THE PTI METHOD (3rd EDITION) with Addendums #2 and #3 Design Values Soil Allowable Soil Bearing . qa1l= 450 psf. .t= 0.75 Edge Moisture Variation Distance e= 4.5 ft center lift (Slab Subgrade Coefficient) 2 ft 'edgelift. Differential Soil Movement y-,= 0.6 in center lift .1 .2 in edge lift Structural SLAB; Length (Long direction) LL= 52 ft Width (Short direction) L5= 37.5 ft CA= 360 Center Lift thickness . t= 5 in 720 Edge Lift Perimeter Loading P= 1100 plf for stucco Max. Internal Loading Pb= 5 kips Dead Load.. . DL= 0 psf . Live Load . LL= 40 psf Avg beam spacing, Long Dir. (mm. 6 for cal'cs) 5L= 6.00 ft Avg beam spacing, Short Dir. (min. 6' for caics) s8= 6.00 ft short direction (Mat slab caics) Interior Beam depth h= 12.2 in , h= 12.2 in Perimeter Beam depth . . hp= 12.2 in h= 12.2 in Beam width b= .12.0 in b= , 12.0 in Concrete strength f' .. f' '2500 psi Number of slab tendons Long direction nL= 11 , . conc= 145 pcf Number of slab tendons Short direction ns= 14 A= 0.153 in4 Beam tendons (per interior beam)LONG n= 1 Effective Prestress fe= 174 ksi Beam tendons (per exterior beam)LONG nebt= 1 . Concrete top cover= 2.25 in Beam tendons (per interior beam )SHORT nbt= 1 ' Beam bottom cover= 3.00 in Beam tendons (per exterior beam )SHORT nebt= 1 Section Properties (inches) Long Direction Short Direction #of beams; 8 #of beams; 11 A= 2941 St= 6,953 A= 4070 St, 9,610 27,349 Sb*= 3,308 . • 1= 37,713 Sb*= 4557 . I Yt= 3.93 ' e = -1.28 Yt 3.92 e = -1.41 c,= 8.27 • . • c= 8.3 ' Tendon CG (from top)= 5.22 Tendon CG= 5.34 Beta Distance • PL= 6.67 13s= 7.23 . ' heq= 12.2 • heq 12.2 " for calculations use h= 12.20 for calculations' use h= 12.20 ST -TENSION DESIGN U N L I. M .1 T E D - Project: Oak Ave. Lot #3 CAT 1 Project Number: 2586 Geotech. Report: Taylor Group, #G09.00519, 4-27-09 FD V2.1 PT SLAB DESIGN continued Moments P11 section 6.8 Center Lift - A0=( 0.113 )I727 B=1 for em<5 or (ym-1 )I3 for em>5 C=0 for em<5 or (8- (P-61 3)/255)(4-ym)/3 for em>5 MLAO(Bem1'238 + C) Short (B) Direction 261 S. Pacific Street, Suite A . Phone: 760-591-3260 San Marcos, CA 92069 Fax:760-591-3239 ptdunlirnitedtS).icnt net Pages: 2 of 6 By: MFS Date: 7/14/09 (P11 4.3.2) em= 4.5 2.0 5.0 Ao=0.534 0.534 . 0.534 B= -0.133 1.0 1.0 C= 6.902 0.0 0.0 ML= 3.23 1.26 3.92 USE ML 3.92 k-ft/ft = 1763 k-in Ms(58+em)/60 *M for LL/Ls> 1.1. . Ms= 3.36 (for em= 4.5 ) M= 4.11 (for em= 5.0 MS=ML - for LL/LS< 1.1 M5 3.92 Ms= 4.11 k-ft/ft = 2566 k-in Edge Lift- ML=SB°1(hem)°'78(ym)°'66 / 7.2L° °°65P°'°4 . ML= 1.67 k4t/ft = 750 k-in Ms=h°'35(19+em)/57.75 * ML for LL/Ls> 1.1 M=' 1.46 - . . MS=ML for LL/Ls< 1.1 M5 1.67 M5 1:46 k-ft/ft F ' 908.2 k-in Concrete Flexural Stress Checks allowables Tension- f 6sqrt(f')= -300 psi SG=W 1 1.1/2000= 71 kips Compression; ca=05'c= 1125 psi* Short Direction # of total tendons= 25 . Long Direction ' # of total tendons= 19 Pe = feAps = 667 kips . • Pe = feAps = 507 kips Pr = Pe-SG = 596 kips P1 = PSG = 436 kips calculated at beta distance; SG5= 27. . P = 640 . SG= 18 P1 = 489 use;. Pr = 640 k . , • . . ' . Pr = 489 k ' Mpt=Prep= -904 k-in • . • Mpt=. -627 k-in f = Pr/A ML,s/St,b ± Prep/St b Stresses (psi) • . %of . %of Short Direction capacity Long Direction • capacity Edge Lift . lop 1,58 14.0% Edge Lift ' Top . 184 16.4%' • Bottom 156 13.9% . Bottom 129 11.4% Center Lift lop, -204 68.0% Center Lift lop -177 59.2% Bottom 919 81.7% . Bottom 888 79.0% - L 27349 . Ecl 4.1E+10 Is= 37713 E 1I= 5.66E+10 . Edge Lift C= .720 . . . . Long ML= 1.67.. . 12;000MLLSCZ = 2.16E+10 El ? 0.53 Short M5 1.46 12,000MsLLC6z= 2.45E+10 <Ecr i ? 043 Center Lift • C= 360 Long ML= 3.92 12,000MLLSCz = 2.54E+10 <Ecr i ? .0.62 Short M5 4.11 12,000MSLLCAz= 3.46E-~10 <Ecr i ? .0.61 Shear Capacity v=2.4*sqrt(f)+0.2f (PTI 6.5.4) . Long Direction f 0.148 PL= 436 V 0.15 ksi Short Direction f= 0.146 P= 596 v 0.149 ksi Center Lift . . . V5=(1/1 350)L 019S°45h°20P°54y °04e °97 1.01 k/ft VL=(1/1940)LL0095°71h°43P°44ym°16em093 . 0.63'k/ft Edae Lift . 14,414 16,347 16,926 23,096. POST TENSION SIIiJIT DESIGN 261 S. Pacific Street, Suite A Phone:760-591-3260 - San Marcos, CA 92069 Fax:760-591-3239 U N L° I M I T E D' ptdunIirnitedi)icnt.ne1 Project: Oak Ave. Lot #3 CAT 1 Pages: 3 of 6 Project Number: 2586 By: MFS Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Date: 7/14/09 PT ED V2.1 PT SLAB DESIGN continued Check Foundation Stiffness E,I > 12,0O0MLCz - (section 6.10 of PTI) 1,500,000 psi - Relative Stiffness Length, defined in Appendix A.1 of PTI f3=(1/12)*(Ecrl/1000)0.25= 6.67 ft long direction LL= 52 ZL= 40.0 zmin(L,6J3) 7.23 ft short direction Ls= 375 Zs= 37.5 - VL=VS—L(LorS) 0.07 hP0.03 em 0.16 Ym 0.67 /(3S) Vs 1.81 VL= 1.77 Applied Shear stress v=VW/nhb Center Lift . -- . Edge Lift vs= 0.033 . ksi 22% vs= 0.059 ksi 39% VL= 0.020 ksi 13% .VL= 0.057 ksi 38% Soil Bearing . . Loads qaii= 450 psf foundation 189,892 Total Rib Length= 828.5 ft DL . •0 Bearing Width = rib w + 6xt = 3.5 ft LL 78,000 Perimeter 196,900 sum , 464,792 Soil Load = 160 psf POST-TENSION DESIGN N L I M I T E D Pacific Street, arcos, CA 6te A Phone: 760-591-3260 9 Fax:760-591-3239 ntdunlrnited@cntnet Project: Oak Ave. Lot #3 CAT 1 Pages: 4 of 6 Project Number: 2586 By: MFS Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Date: 7/14/09 PTFDV2.1 PT SLAB DESIGN continued Internal Point Load I Bearing Partitions directly on slab (PTI 6.14) Mmax=Pb l/4 with i=( 4Ecrt3/12ks)025 and E 1= 1,500,000 psi Mmax 4.7 Pb t0'75 P= 1.1 klf k=4 pci Cp= 2.35 (table 6.1) 5.0 kips t= 5.00 in - M ax= 12.2 ft-kips/ft slab maximum tensile stress. fPJA - CpPb/t125 ft= -143 psi allowable; -300 psi Cracked Section Analysis S. Center Lift . ML= 3.92 . k-ft/ft 147 k-ft M5 4.11 k-ft/ft = 214 k-ft Cracked Section Capacity (k-ft) with =1 .0 and fps = minimum (fse+10ksi+fc/(300*pp), fe + 30ksi ) (ACI 18.7.2) Long 4M= 236 1/2 ML = 73 31% Short Wn= 303 1 M5 = 107 35% Edge Lift ML= 1.67 k-ft/ft = 63 k-ft Ms= 1.46 k-ft/ft = 76 k-ft Cracked Section Capacity .(k-ft) , Long Wn= 179 1/ ML = 31 18%. Short . tMn= 246 1 M5 = . 38 15% POST rJ]E,T.4SJ.jYJ,4. DESIGN 261 S. Pacific Street, Suite A Phone: 760-591-3260 - 'Marcos, San CA 92069 Fax:760-591-3239 U N L 1 M I T E ]T+' ptduflhirnitcd(3ic.flt.flct Project: Oak Ave. Lot #3 CAT 1 Pages: 5 of 6. Project Number: 2586 . . . . By: MFS Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Date: 7/14/09 PIFO V2.1 PT SLAB DESIGN continued MAT SLAB Calculations Uniform Thickness Conversion for Mat Slab (PTI 6.12) H (I / W)0.3333 Long . H= 9.00 in USE 9.00 in Short H= 8.98 in (round to the nearest 0.25 inch) Section Properties (inches) Short . Long h12 4.50 A= 5,616. A= 4,050 W= 37.50 I = 37,908 I = 27,33l L= 52 . S= 8,424 S= 6,075 13=(1h12)*(Ecrh/1000)I025= 7.24 Z5= 37.5 . 13= 6.669 ZL= 40.01 SG=Ws1abj.t/2000= 79.5 (at midspan) SG at 13 distance= 30.7 20.4 number of tendons #T= 34 @ 1.52 ft #T= 26 @ 1.42 / Concrete Flexural Stress Checks f = Pr/A + MLs/Stb Pp/Sth (psi) Short Direction . Long Direction Allowables Edge Lift Top 267 . . . Edge Lift Top 293 Tension -300 Bottom 52 Bottom 46 Compression 1125 Center Lift Top -145 . Center Lift Top -121 Bottom 464 . Bottom 459 Cracked Section Analysis, Center Lift Edge Lift Cracked Section Capacity (k-fl) Long Short ML= 147 Ms= 214 (k-ft) ML— 63 . Ms= 76 M=A 5f(d-0.5a) with aA 5f/0.85bf' and f= minimum( êe+10k5i c/(309*Pp) fe + 30ksi) (ACI 18.7.2) 231 1/2 ML = 73 (max. of center& edge) 304 1 Ms 107 (M center = M0 edge) . . . Pacific Street, POST-TENSION DESIGN 'CA ôteA arcos, L I M I T E ntclunlivnited D Project: Oak Ave. Lot #3 CAT 1 Pages: 6 of 6 Project Number: 2586 0 By: MFS Geotech. Report: Taylor Group, #G09.00519, 4-27-09 Date: 7/14/09 PTFD V2.1 PT SLAB DESIGN continued MAT SLAB Calculations Page 2 LL= 52 ft Ls= 37.5 ft IL= 27337 fl4 L,= 37908 in4 Check Foundation Stiffness Ec 1,500,000 psi EcrlL 4.1E+10 Ecrls= 5.69E+10 required; EcrIL= 12,000MLLsCz EcrlL= 2.162E+10 Edge 114,412 53% Ecrls ,12,000ML5CZ . ECrIL 2.539E+10 Center 1= 16,925 62% E 1ls 2.452E+10 Edge 1=016,347 43%. 0 0 EcrIS 3.464E+10 Center 1= 23,096 61% Shear Capacity v 2.4*sqrt(f)+0.2fp (PTI 6.5.4) VCL 154 psi vcs= 152 psi shear demand (page 3) - 0 O Center VL 0.63 k/ft VL 6 psi 3.8% Vs= 1.01 k/ft , . . -vs= 9 psi 6.1%. 0 Edge . VL 1.81 k/ft VL= 17 psi 10.9% Vs= 1.81 k/ft vs= 17 psi 000 S. Pacific Street, Suite POST-TENSION .DESIciI Mcos, CA 92069 A PhonY6o59!.326o L 1 M I T E ptdunhirnitedicnt,net Project: Oak Ave. Lot #3 Pages: 1 of 2 - Project Number: 2586 By: MFS Geotech: Taylor Group, #G09.00519, 4-27-09 Date: 7111/09 - Applied Loads on Foundation Vertical Point Load on Slab - 9.0 Slab Thickness 3.5 inches square- Assumed bearing area of load 20.0 Peremeter Beam Height 0.1 Interior Beam Height 12.0 beam width . 2500 f1 . . 0.75 F ' Assume factored load 1.4 x service 300 psf - soil resisting pressure 326 soil resisting load (lbs) . Punching Shear Vc=42sqrt(fc)bd P<4Vc -. IPmax. 12.9 kips 2.08 ',.._ 1.47 r .- - ..._. .. L23 0. 1.47 -.1' •. .' ' ' . .. '- T 2.08 - ' 23 , 4. La 5 T.;: ; ADAPT output- Soil Pressures (psi) (analysis is based on a general slab type & dimensions) Pad Sizes for Larger Loads size squared Load(kips) (inches) use 7 6.9 -9 8 8.0 9 10 10.0 12 12 12.1 ., 15 14 14.2 15 16 16.3 18 18 18.3 21 20 20.4 21 22 22.5 , 24 24 24.6 '27 use a depth of 18" Line Load on Slab b= 12' d 4.5 4Vc=2sqrt(fc)bd x 2 sides - I = 8.1 klfimaximumload size squared Load(kips) (inches) use 15 0.0 0 18 0.0 0 21 1111//I/Il 1111/Ill-Il 24 18.0 18 27 18.0 18 30 18.8 21 35 27.0 27 minimum size 18" ADAPT output- Beam Moments- Load on Perimeter Beam Mu=0.9 x P -positive bending. POST—TENSION DESIGN 261 S. Pacific Street, Marcos, A L I M i T ptdunlinii1ed)icn1nct Project: Oak Ave. Lot #3 Pages: 2 of 2 Project Number: 2586 . By: MFS Client: Taylor Group, #1309.00519, 4-27-09 Date: 3/18/09 Applied Loads on Foundation- Vertical Load on Perimeter Beam 9.0 slab thickness 3.5 inches- Assumed bearing area of load 20.0 Peremeter Beam Height Assume factored load = 1.4 x service (1 .2D+1 .6L) 12.0 beam width . Beam Shear 2500 f, -. 4Vc=2sqrt(fc)bd 0.75 560 psf - soil resisting pressure 'a, P<4Vc 2053 soil resisting load (ibs) =P 01 2.34 /.078 3 11 - .•53 '•' .- :' ..-053 -'/ , I Pmax= 21 5 kips = Max.load without pad 89 Mu 1.4*0.9*Pmax = 27.14 k-ft ' .. . . * •' .• - ,. Flexure Capacity (assume one cable) ACI '0,78 rp=Nbd, fpe=174 ksi — 0.9 _______ 2.60 A=0.153 rp= 0.00076 fps=fpe+10ksi1c/100rP= 217 ksi . •0 0 i• / / a=A5f 5/0.85f0b= 1.301 I 4M=4A 5f 5(d-0.5a) = 40.1 k-ft ADAPT output- Soil Pressures (psi) with Load on Perimeter Beam Pad Sizes for Larger Loads • (analysis is based on a general slab type & dimensions) u1 .4Ps=Vcslab + Vcbeams + Psoil . • Vcbeam = 2x2sqrt(f)bd 2.48 . . Vc51 = 24sqrt(fc)b51ad Psoil .' I • = A501a5 • . . S son ,. TAYLOR GROUP, INC. - - - GEOSCIENCE & ENGINEERING CONSULTANTS - 719 Pier View Way July 28,2009. S . TGI Project No. G09.00519 - Oceanside California 92054 Mr. Paul Longton Al A tel 760 721 9990 Stidio4Architects . S fax:760.721.9991 .2909 Mesa Drive - -. - - Oceanside, CA 92054 www visztTGl corn - _S..• 5 - S S. *-••-_ 5,. Subject Foundation Plan Review Lot 3 of Busby Subdivision 1208&1210 Oak Avenue, Carlsbad CA p References Structural Plans for Lot 3, Oak Avenue, Carlsbad CA repared by Swanson & Associates job No. 2009-0291, Revision l dated July 27,2009 S '*5 -' S 44 S '• Post-Tension Foundation Plans for Lot .3, Oak Avenue Carlsbad CA prepared by .,' Davidson Reinforcing Company Job No 2586 dated July 14 2009 4 - Updated Geotechnica! Report Busby Subdivision 1212 Oak Avenue Carlsbad California . S' • . prepared by Taylor Group, Inc, Project No. G09.00519 dated April 27, 2009 -. Dear Paul: •- S - - - - - • Taylor Group Inc (TGI) has reviewed the referenced foundation plans and specifications for a proposed single family residence located at 1208 and 1210 Oak Avenue in Carlsbad California (Lot 3 of the Busby Subdivision par Parcel Map M.S. 04-01).'I TGI 's review included sheets Si S5 and S8 of the above referenced plans prepared by Swanson & Associates and all of the post-tension foundation plan sheets prepared by Davidson Reinforcing 5 . Company. Based on our review, we conclude that the geotechnical-related elements of the referenced plans are in conformance with the recommendations contained in the above-referenced 5geotechnical *. - report prepared by TGI.- Please contact me ifyou have any questions regarding this letter. - Sincerely, TAYLOR GROUP, INC. IL -T.• '4-a : •- GT 2602 GE G.E. Principal Engineer,. No 2602 Expires 0630 2010 April 27, 2009 TGI Project No. G09.00519 TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS 719 Pier View Way Oceanside California 92054 tel: 760.721.9990 fax: 760.721.9991 www.visitTGl.com Mutual Partners, Inc. 1821 South Coast Highway Oceanside, CA 92054 Attn: Dr. David Fischbach Subject: Updated Geotechnical Report Busby Subdivision - 1212 Oak Avenue, Carlsbad, California References: "Geotechnical Investigation, Proposed Busby Parcel Map, 1212 Oak Avenue, Carlsbad, California" prepared by Western Soil and Foundation Engineering, Inc., Job No. 03-73, dated December 31, 2003. "Addendum Number One to our Report of Geotechnical Investigation dated December 31, 2003, Busby Parcel Map, 1212 Oak Avenue, Carlsbad, California" prepared by Western Soil and Foundation Engineering, Inc., Job No. 03-73, dated November 12, 2007. Grading Plans for Busby Parcel Map, 1212 Oak Avenue, MS 04-01, PCD 05-02, Drawing No. 438- 6A. Prepared by Aquaterra Engineering Inc. dated November 2, 2007 (Approved December 20, 2007) Dear Dr. Fischbach: Taylor Group, Inc. (TGI) has prepared this letter to update the above-referenced geotechnical report for a proposed residential condominium project located at 1212 Oak Street in Carlsbad, California ("the project"). By submitting this report, TGI is assuming responsibility as the Geotechnical Engineer of Record for the project. TGl's services associated with the preparation of this Updated Geotechnical Report have included the following tasks: Review of the above-referenced geotechnical reports prepared by Western Soil and Foundation Engineering, Inc.; Review of the above-referenced grading plan; Performance of a visual reconnaissance of the Site and observation of initial grading operations; Discussions with the owner's representatives and the project architect regarding conceptual building plans for proposed single family residences on the graded lots; Evaluation of updated design parameters based on current code requirements and the proposed improvements, and; Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27, 2009 Page 2 f) Preparation of this letter report. Based on our review of the referenced reports, TGI's site reconnaissance and our observation of subsurface conditions as exposed by the initial grading operations, it is our professional opinion that the site and subsurface conditions at the Site are generally consistent with those described in the referenced reports. Based on our review, observations and evaluations, it is our professional opinion that the recommendations contained in the above-referenced reports remain applicable with the modifications and revisions described in the following sections. Earthwork Recommendations The "Specifications for Construction of Controlled Fills" that were included in the original geotechnical report are hereby replaced by the earthwork and grading recommendations/specifications included as Attachment A to this letter report. Building Code All references to the Uniform Building Code (UBC) and/or California Building Code (CBC) in the earlier reports should be assumed to refer to the current 2007 CBC, whiôh became effective as of January 1, 2008. Seismic Design Parameters The 2007 California Building Code (CBC) differs from the building code that was applicable at the time of the previous reports with regard to seismic design parameters and procedures. Therefore, the seismic design parameters presented in the referenced report are updated and replaced by the parameters presented below. The proposed structure should be designed to resist earthquake loads in accordance with the minimum standards of §1613 of the 2007 CBC and ASCE 7. Seismic design parameters for the Site were evaluated using the USGS Earthquake Ground Motion Parameter Calculator (Version 5.0.9). Seismic design parameters were calculated based on the following input parameters: Site Location: Latitude = 33.1635694° Longitude= -117.3398333° Site Class: C (very dense soil/soft rock, 1,200 <v <2,500 ft/sec) Site Coefficients: F. = 1.00 F8 = 1.316 The following table lists the relevant seismic design parameters, including the mapped and design spectral response accelerations for 0.2 second and 1 second periods. LI Updated Geotechnical Report . .' Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 ' Apri127,2009 . :. Page ' '.7. Period Mapped Spectral Response Acceleration Max. Spectral Response Acceleration Design Spectral Response Acceleration 0.2 Second Ss = 1.284 g SMS = 1.284 g SDS = 0.856 g 1.0 Second Si = 0.484 g , SM1 =-0.637 g • So = 0.424 g 7. - . S S - - . - .- .. •• .• 77 7.!' - 7 c •' - . Foundation Design Design Parameters Based on the soil conditions at the Site it is our opinion that conventional shallow foundations and slab-on-ground '' foundations are suitable and will probably provide the most cost-effective foundation system. We understand tht — - you are considering alternatives to conventional shallow footings and slabs for the proposed develcpment. Our ' 'I. recommendations associated with the alternatives are summarized below.. Conventional Footings 7 . . '' .-• , ... 7-. TGI agrees with the design recommendations for footings and slabs on grade contained in the original geotechnical report Footing design parameters for conventional shallow footings are summarized below. -77--. S •, , 77 .• 7_,_7 c ., - 7 - '771 - 7 5.. 577 I. S , .7 — - ,.. Paramet er Continuous Continuous., -- Isolated spread footings for istory footings. for 2 story footings2 Minimum width . 12 inches 12 inches .-24"x240 Minimum embedment •, ' 12 inches 18 inches '. 18 inches Allowable bearing capacity . 2,000 lb/ft2 2,500 lb/ft2 2,500 lb/ft2 Increase in allowable bearing capacity per -,. ' 500 lb/f12 . ' 600 lb/ft2-' 6-inch increment of increased depth '• ________________ __________________ Increase in allowable bearing capacity per - 200 lb/ft2 . 500 lb/ft2 6-inch increment of increased width Friction coefficient . . 0.35 0.35 . 0.35 Passive EFP for lateral resistance , - 350 lb/ft3 350 lb/ft3 . - 375 lb/ft3 Ignore upper 6" Ignore upper 6" Ignore upper 6" unless confined unless confined',. unless confined by by slab or by slab or. ' slab or pavement pavement pavement. Minimum Reinforcing steel . - I - No. 4 bar . 2— No. 4 bars . No. 4 bars at 12" -. . top and bottom top and bottom : top and bottom 77. 775 , • ,7 • .7, . , . - •, . . . . -F .' 5. 1 , •'. . 7 1 4 5 .7 - • Floor Slabs on Grade : '.. .' .• New slab-on-grade floors should be a minimum 5-inch thick concrete slab reinforced with at least No. 3 reinforcing bars 18 inches on center in both directions The slab section and reinforcement should be verified by the project structural engineer.' New slabs-on-grade should be constructed on a prepared S '• •' S - • . . '1'' 77 7755 ,. . ,..--. '. - •V4, •4V4* 4V 4* V V* 4•.VVV44•.V. 4' • 4 _4 1. V.- • *• V •, V -- V •• • ••' - ' - = * : 4 •' VV ,V r Least plan-- dimension -- H V4 (feet) . Allowable Bearing Capacity •• (lb/ft 10.. V 450 30. V __________________ ________________________ -. V •-: V 500 V 50 575 4 - I 4 4 * * .4. V. ,••*.4, II.. V • .4 V• Updated Geotechnical Report . . Busby Subdivision, 1212 Oak Avenue, Carlsbad, California V . IGI Project No. G09.00519 '• April 27, 2009 * . • Page4 - .• P ..4 - 4, subgrade consisting of a minimum of 4 inches of clean concrete sand or crushed rock over certified compacted fill Slabs should have control joints extending at least 25% of the slab thickness spaced at intervals of no more than 15 feet Control joints should be constructed using grooving tools (in fresh concrete) or by saw cutting as soon as the concrete is hard enough that the edges abutting the cut don't chip from the saw blade (generally 5-12 hours after finishing concrete) . .. --- Exterior slabs for flatwork and walkways should be at least 4 inches thick with minimum reinforcement consisting of No 3 reinforcing bars spaced 24 inches on center in both directions The reinforcing steel should be placed in the upper 1/3 of the slab with at least 1 inch of concrete cover. Exterior slabs may be placed directly on a properly compacted subgrade consisting of on-site soils or approved compacted fill Mat Slabs If the proposed structures are supported by mat slabs, we recommend that the slabs should be designed as flat concrete slabs with continuous two-way reinforcement top and bottom The minimum embedment of the slab should be 6 inches below the lowest adjacent finished grade. Allowable bearing capacity of. mat foundations with an 8 inch embedment may be interpolated from the following table Mat foundations designed using a discrete element method should use a soil modulus of subgrade reaction of 175 poundsRn3 (47,500 kN/m3) for certified compacted fill Resistance to lateral loads may be calculated using a coefficient of friction of 0.35 acting on the base of the mat slab Passive resistance on the edge of the mat slab may be combined with frictional resistance for the portion of the slab that has an embedment of more than 6 inches or where the ground surface is covered by hardscape An equivalent fluid pressure of 350 pcf may be used for calculating passive resistance - Post-Tensioned Slabs .4 4 ,. •4VV .1. If post tensioned slabs on grade are utilized we recommend that they be designed using the procedures recommended by the Post-Tensioning Institute (PTl) based on the working stress method The following design parameters are recommended N 4 Edge Lift Qenter,LiftN41 Edge Moisture Variation Distance, em 2.0 feet 4.5 feet I Differential Soil Movement ym 0.05 inch' .0.1 O inch .4. Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27, 2009 Page 5 It is noted that the above recommendations are based on typical climatic conditions as described by the PTI recommendations and does not account for factors not related to climate. Such factors might include pre- existing vegetation, surface water drainage, irrigation of landscaping planted next to the foundation, subsurface drainage, and other factors related to homeowner maintenance. All of these factors should be considered by the designer as recommended by PTI. For "waffle" type PT slabs, edge beams should extend to at least 18 inches below the nearest adjacent grade and interior beams should extend at least 15 inches below the finished floor elevation. Resistance to lateral loads may be calculated using a coefficient of friction of 0.35 acting on the base of the mat slab. Passive resistance for PT slabs may be combined with frictional resistance for the center stiffening beams and for the portion of edge stiffening beams that have an embedment of more than 6 inches or where the ground surface is covered by hardscape. If constant section PT slabs are used, passive resistance on the edge of the slab may be combined with frictional resistance for the portion of the slab that has an embedment of more than 6 inches or where the ground surface is covered by hardscape. An equivalent fluid pressure of 350 pcf may be used for calculating passive resistance. Vapor Transmission through Slabs It is normal for the soil moisture content beneath slabs-on-ground to increase over time. Concrete slabs are permeable and moisture beneath the slab will eventually penetrate through the slab unless protective measures are taken. Capillary break layers and vapor barriers are commonly placed below slabs to limit vapor transmission through floor slabs where moisture sensitive flooring will be present. Appropriate design considerations and construction methods can reduce the amount of moisture beneath the slab. Specification of these items is not a geotechnical issue and should be addressed on the foundation plans by the structural engineer or architect. Minimum underlayment per §1910A.1 of the 2007 CBC shall consist of a 6-mil polyethylene vapor retarder with joints lapped not less than 6 inches. We recommend that where moisture sensitive flooring is planned, the structural engineer or architect should consider specifying slab underlayment that is consistent with current recommendations and guidelines published by the American Concrete Institute (ACI) and Post-Tensioning Institute (PTI). Items that should be considered include the following: Placement of a capillary break layer consisting of compacted clean concrete sand or 1/4" crushed rock beneath slabs. Placement of a plastic vapor retarder below the slab. Whether the slab will be poured directly on the vapor retarder or on a layer of sand placed above the vapor retarder' We suggest that if slabs are poured directly on the vapor retarder, the slab designer should consider using a IS-mil plastic membrane meeting all criteria of Class A per ASTM E 1745. Example products meeting these requirements include Reef Industries "Gnffolyn 15 Mil Green", Stego Updated Geotechnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27, 2009 Page 6 Use of concrete admixtures, application of a curing compound and/or temporary covering of plastic sheeting to minimize the potential for differential drying and slab cud. Concrete and Steel Corrosion Soil chemical parameters in the near-surface soils on the building pads related to steel and concrete corrosion should be evaluated following completion of the grading. Based on the site conditions, we preliminarily recommend that concrete to be used for footings, slabs, stem walls and other concrete on or below grade should have an average 28- day compressive strength of 2,500 psi. Due to the potential for varying site conditions, Type uN alkali-resistant cement should be specified. Care should be taken to provide adequate concrete placement (using vibratory methods, where approved) and embedment of reinforcing steel to reduce the potential for corrosion. Geotechnical Observation and Testing Earthwork associated with this project should be performed under the observation of a qualified geotechnical professional from our office to assure that the recommendations presented in this report are followed. Inspection and testing of the following items are of particular importance: Keying and benching of fill into-competent native deposits; Temporary excavations and bottom of excavations prior to subgrade preparation and fill placement; Subgrade preparation and compaction; Placement and compaction of engineered fill; Placement and compaction of utility backfill; Excavation bottoms for footings; Subgrade preparation, base placement and compaction and placement of asphalt concrete pavement in roads. Plan Review TGI should review the project plans and specifications to evaluate conformance with the recommendations presented in this report and to assess whether additional analyses or recommendations are necessary based on the final design of the planned improvements. § Industries 'Stego Wrap", Raven Industries Vapor Block 10, and WR. Meadows Terminator. The vapor retarder should be installed in accordance with the manufacturer's specifications, including overlapping and sealing of all penetrations and seams. Updated Geotèchnical Report Busby Subdivision, 1212 Oak Avenue, Carlsbad, California TGI Project No. G09.00519 April 27, 2009 Page TGI appreciates the opportunity to be of service to you. Please contact me if you have any questions. Sincerely, ,OVESS!ok TAYLOR GROUP, INC. No. 2602 p. 06.30.2010 Z E. Pdncipal Engineer GE 2602, Expires 06.30.10 OF CAI- Attachments: Attachment 1 - Earthwork Guidelines and Standard Details cc: Paul Longton, Studio 4 Architects Mark Swanson ATTACHMENT 1 EARTHWORK GUIDELINES AND STANDARD DETAILS Busby Subdivision, 1212 Oak Avenue, Carlsbad, California 1.0 GENERAL These guidelines and the attached standard details provide general procedures to be utilized in conjunction with the project grading plans during earthwork construction. These guidelines are a part of TGI's geotechnical report.. Where conflicts exist between these guidelines and the recommendations presented in the text of the geotechnical report, the recommendations presented in the text of the geotechnical report shall take precedence. 1. 1. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines and/or the recommendations of the geotechnical report. If, during the grading operations, geotechnical conditions are encountered which were not anticipated or described in the geotechnical report, the geotechnical consultant shall be notified immediately and additional recommendations, if applicable, may be provided. 1.2. It is the responsibility of the contractor to read and understand these guidelines as well as the geotechnical report and project grading plans. The contractor shall perform the grading operations in accordance with these guidelines, and shall be responsible for the quality of the finished product notwithstanding the fact that grading work will be observed and tested by the geotechnical consultant. The contractor shall not vary from these guidelines without prior recommendations by the geotechnical consultant and the approval of the client or the client's authorized representative. Recommendations by the geotechnical consultant and/or client shall not be considered to preclude requirements for approval by the jurisdictional agency prior to the execution of any changes. 1.3. It is the responsibility of the grading contractor to notify the geotechnical consultant and the jurisdictional agencies, as needed, prior to the start of work at the site and at any time that grading resumes after interruption. Each step of the grading operations shall be observed and documented by the geotechnical consultant and, where necessary, reviewed by the appropriate jurisdictional agency prior to proceeding with subsequent work. 1.4. A licensed land surveyor or civil engineer shall be retained, if required, to evaluate quantities of materials excavated during grading and/or to locate the limits of excavations. 1.5. An as-graded report should be prepared by the geotechnical consultant and signed by a Registered Engineer and/or Certified Engineering Geologist. The as-graded report will document the geotechnical consultant's observations, and field and laboratory test results, and provide conclusions regarding whether or not earthwork construction was performed in general accordance with the recommendations provided by the geotechnical consultant. Recommendations for foundation design, pavement design, subgrade treatment, etc., may also be included in the as-graded report. TAYLOR GROUP, INC. Page E-1 Typical Earthwork Guidelines - Rev. 01-01-2008 2.0 DEFINITIONS The following definitions of terms are utilized in the remainder of these guidelines. CIVIL ENGINEER: The Registered Civil Engineer or consulting firm responsible for preparation of the grading plans and surveying, and evaluating as-graded topographic conditions CLIENT: The developer or a project-responsible authorized representative. The client has the responsibility of reviewing the findings and recommendations made by the geotechnical consultant and authorizing the contractor and/or other consultants to perform work and/or provide services. COLLUVIUM: Generally loose deposits, usually found on the face or near the base of slopes and brought there chiefly by gravity through downhill movement (see also Slopewash). COMPACTION: The densification of a fill by mechanical means. CONTRACTOR: A person or company under contract or otherwise retained by the client to perform demolition, grading, and other site improvements. DEBRIS: The products of clearing, grubbing, and/or demolition, or contaminated soil material unsuitable for reuse as compacted fill, and/or any other material so designated by the geotechnical consultant. ENGINEERED FILL: A fill which the geotechnical consultant or the consultant's representative has observed and/or tested during placement, enabling the consultant to conclude that the fill has been placed in substantial compliance with the recommendations of the geotechnical consultant and the governing agency requirements. ENGINEERING GEOLOGIST: A geologist registered by the state licensing agency who applies geologic knowledge and principles to the exploration and evaluation of naturally occurring rock and soil, as related to the design of civil works. EROSION: The wearing away of the ground surface as a result of the movement of wind, water, and/or ice. EXCAVATION: The mechanical removal of earth materials. EXISTING GRADE: The ground surface configuration prior to grading. Also referred to as original grade. FILL: Any deposit of soil, rock, soil-rock blends, or other similar materials placed by man. FINISH GRADE: The as-graded ground surface elevation that conforms to the, grading plans. GEOFABRIC: An engineering textile utilized in geotechnical applications such as subgrade stabilization and filtering. GEOTECHNICAL The geotechnical engineering and engineering geology consulting firm retained CONSULTANT: to provide technical services for the project. For the purpose of these guidelines, observations by the geotechnical consultant include observations by the geotechnical engineer, engineering geologist and other persons employed by and responsible to the geotechnical consultant. GEOTECHNICAL , A licensed civil engineer and geotechnical engineer, registered by the state ENGINEER: licensing agency, who applies scientific methods, engineering principles, and professional experience to the acquisition, interpretation, and use of knowledge of materials of the earth's crust to the resolution of engineering problems. Geotechnical engineering encompasses many of the engineering aspects of soil TAYLOR GROUP, INC. Page E-2 Typical Earthwork Guidelines - Rev. 01-01-2008 mechanics, rock mechanics, geology, geophysics, hydrology, and related sciences. GRADING: Any operation consisting of excavation, filling, or combinations thereof and associated operations. LANDSLIDE DEPOSITS: Material, often porous and of low density, produced from instability of natural or manmade slopes. OPTIMUM MOISTURE: The moisture content that is considered optimum to compaction operations as obtained by ASTM D-1557-07 or other standard test method recommended by the geotechnical engineer. RELATIVE COMPACTION: The degree of compaction (expressed as a percentage) of a material as compared to the dry density obtained from ASTM 0 1557-07 or other standard test method recommended by the geotechnical engineer. ROUGH GRADE: The ground surface configuration at which time the surface elevations approximately conform to the approved rough grading plan. SHEAR KEY: Similar to a subsurface buttress; however, it is generally constructed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without encroaching into the lower portion of the slope. SITE: The particular parcel of land where grading is being performed. SLOPE: An inclined ground surface, the steepness of which is generally specified as a ratio of horizontal units to vertical units. SLOPE WASH: Soil and/or rock material that has been transported down a slope by gravity assisted by the action of water not confined to channels (see also Colluvium). SLOUGH: Loose, uncompacted fill material generated during grading operations. SOIL: Naturally occurring and manmade deposits of sand, silt, clay, etc., or combinations thereof STABILIZATION FILL: A fill mass, the configuration of which is typically related to slope height and is specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabilization fill is normally specified by a key width and depth and by a backcut angle. A stabilization fill may or may not have a back drainage system specified. SUBDRAIN: Generally a pipe-and-gravel or similar drainage system placed beneath a fill along the alignment of buried canyons or former drainage channels. TAILINGS: Non-engineered fill which accumulates on or adjacent to equipment haul roads or disposed in an uncompacted state in connection with mining and quarry operations. TERRACE: A relatively level bench constructed on the face of a graded slope surface for drainage and maintenance purposes TGI: Taylor Group, Inc. TOPSOIL: The upper zone of soil or bedrock materials, which is usually dark in color, loose, and contains organic materials. WINDROW: A row of large rocks buried within engineered fill in accordance with guidelines set forth by the geotechnical consultant. TAYLOR GROUP, INC. Page E-3 Typical Earthwork Guidelines - Rev. 01-01-2008 3.0 OBLIGATIONS OF PARTIES The parties involved in the projects earthwork activities shall be responsible as outlined in the following sections. 3.1. The client is ultimately responsible for the aspects of the project. The client or the client's authorized representative has a responsibility to review the findings and recommendations of the geotechnical consultant. The client shall authorize the contractor and/or other consultants to perform work and/or provide services. During grading the client or the client's authorized representative shall remain on site or remain reasonably accessible to the concerned parties to make the decisions that may be needed to maintain the flow of the project. 3.2. The contractor is responsible for the safety of the project and satisfactory completion of grading and other associated operations, including, but not limited to, earthwork in accordance with the project plans, specifications, and jurisdictional agency requirements. During grading, the contractor or the contractors authorized representative shall remain on site. The contractor shall further remain accessible during non- working hours times, including at night and during days off. 3.3. The geotechnical consultant shall provide observation and testing services and shall make evaluations to advise the client on geotechnical matters. The geotechnical consultant shall report findings and recommendations to the client or the client's authorized representative. 3.4. Prior to proceeding with any grading operations, the geotechnical consultant shall be notified two working days in advance to schedule the needed observation and testing services. 3.4.1. Prior to any significant expansion or reduction in the grading operation the geotechnical consultant shall be provided with two working days notice to make appropriate adjustments in scheduling of on-site personnel. 3.4.2. Between phases of grading operations, the geotechnical consultant shall be provided with two working days notice in advance of commencement of additional grading operations. 4.0 SITE PREPARATION Site preparation shall be performed in accordance with the recommendations presented in the following sections. 4.1. The client, prior to any site preparation or grading, shall arrange and attend a pre-grading meeting between the grading contractor, the design engineer, the geotechnical consultant, and representatives of appropriate governing authorities, as well as any other involved parties. The parties shall be given two working days notice. 1' 4.2. Clearing and grubbing shall consist of the substantial removal of vegetation, brush, grass, wood, stumps, trees, tree roots greater than 1/2-inch in diameter, and other deleterious materials from the areas to be graded. Clearing and grubbing shall extend to the outside of the proposed excavation and fill areas. 4.3. Demolition in the areas to be graded shall include removal of building structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, etc.), and other manmade surface and subsurface improvements, and the backfilling of mining shafts, tunnels and surface depressions. Demolition of utilities shall include capping or rerouting of pipelines at the project perimeter, and abandonment of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. TAYLOR GROUP, INC. Page E-4 Typical Earthwork Guidelines - Rev. 01-01-2008 4.4. The debris generated during clearing, grubbing and/or demolition operations shall be removed from areas to be graded and disposed of off site at a legal dump site. Clearing, grubbing, and demolition operations shall be performed under the observation of the geotechnical consultant. 4.5 The ground surface beneath proposed fill areas shall be stripped of loose or unsuitable soil. These soils may be used as compacted fill provided they are generally free of organic or other deleterious materials and evaluated for use by the geotechnical consultant. The resulting surface shall be evaluated by the geotechnical consultant prior to proceeding. The cleared, natural ground surface shall be scarified to a depth of approximately 8 inches, moisture conditioned, and compacted in accordance with the guidelines presented in Section 6 of these guidelines 4.6. Where fills are to be constructed on hillsides or slopes, topsoil, slope wash, colluvium, and other materials deemed unsuitable shall be removed. Where the exposed slope is steeper than 5 horizontal units to 1 vertical unit, or where otherwise recommended by the geotechnical consultant, the slope of the original ground on which the fill is to be placed shall be keyed and benched as shown on Typical Detail A of this document and the manufactured slope shall be constructed by the contractor in accordance with the guidelines presented in Section 8 of this document. The benches shall extend into the underlying bedrock or, where bedrock is not present, into suitable compacted fill as evaluated by the geotechnical consultant. 50 REMOVALS AND EXCAVATIONS Removals and excavations shall be performed as recommended in the following sections. 5.1. Removals 5.1.1. Materials which are considered unsuitable shall be excavated under the observation of the geotechnical consultant in accordance with the recommendations contained herein. Unsuitable materials include, but are not necessarily limited to: dry, loose, soft, wet, organic and compressible soils; fractured, weathered and soft bedrock; and undocumented or otherwise deleterious fill materials. V 5.1.2. Materials deemed by the geotechnical consultant to be unsatisfactory due to moisture conditions V shall be excavated in accordance with the recommendations of the geotechnical consultant, V watered or dried as needed, and mixed to generally uniform moisture content in accordance with the guidelines presented in Section 6 of this document 5.2. Excavations V V 5.2.1 Temporary excavations in firm fill or natural materials may be made with vertical side slopes not V more than 5 feet high or deep unless otherwise recommended by the geotechnical engineer. To satisfy CAL OSHA requirements, any excavation deeper than 5 feet shall be shored or laid back at a 1: 1 inclination or flatter, depending on material type, if construction workers are to enter the excavation. V 60 COMPACTED FILL V • V Fill shall be constructed as specified below or by other methods recommended by the geotechnical consultant. V • Unless otherwise specified, fill soils shall be compacted to 90 percent or greater relative compaction, as evaluated in V • • accordance with ASTM Test Method D1557-07 or other standard test method recommended by the geotechnical engineer. V TAYLOR GROUP, INC. • • Page E-5 V Typical Earthwork Guidelines - Rev. 01-01-2008 6.1. Prior to placement of compacted fill, the contractor shall request an evaluation of the exposed ground surface by the geotechnical consultant. .Unless otherwise recommended, the exposed ground surface shall then be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve generally uniform moisture conditions at or near the optimum moisture content. The scarified materials shall then be compacted to 90 percent or greater relative compaction. The evaluation of compaction by the geotechnical consultant shall not be considered to preclude any requirements for observation or approval by governing agencies. It is the contractor's responsibility to notify the geotechnical consultant and the appropriate governing agency when project areas are ready for observation, and to provide reasonable time for that review. 6.2. Excavated on-site materials which are in general compliance with the recommendations of the geotechnical consultant may be utilized as compacted fill provided they are generally free of organic or other deleterious materials and do not contain rock fragments greater than 6 inches in dimension. During grading, the contractor may encounter soil types other than those analyzed during the preliminary geotechnical study. The geotechnical consultant shall be consulted to evaluate the suitability of any such soils for use as compacted fill. 6.3. Where imported materials are to be used on site, the geotechnical consultant shall be notified three working days in advance of importation in order that it may sample and test the materials from the proposed borrow sites. No imported materials shall be delivered for use on site without prior sampling, testing, and evaluation by the geotechnical consultant. 6.4. Soils imported for on-site use shall preferably have very low to low expansion potential (based on UBC Standard 18-2 test procedures). Lots,on which expansive soils may be exposed at grade shall be undercut 4 feet or more and capped with very low to low expansion potential fill. Details of the undercutting are provided in Typical Detail B of these guidelines. In the event expansive soils are present near the ground surface, special design and construction considerations shall be utilized in general accordance with the recommendations of the geotechnical consultant. 6.5 Fill materials shall be moisture conditioned to near optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors. Moisture conditioning of fill soils shall be generally uniform in the soil mass. 6.6. Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill shall be prepared to receive fill. Preparation may include removal and/or scarification, moisture conditioning, and recompaction. 6.7. Compacted fill shall be placed in horizontal lifts of approximately 8 inches in loose thickness. Prior to compaction, each lift shall be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic- tired rollers, or other appropriate compacting rollers, to the specified relative compaction. Successive lifts shall be treated in a like manner until the desired finished grades are achieved. 6.8. Fill shall be tested in the field by the geotechnical consultant for evaluation of general compliance with the recommended relative compaction and moisture conditions. Field density testing shall conform to current standardized test methods such as ASTM D 1556 (Sand Cone method), ASTM D 2937 (Drive-Cylinder method), and/or ASTM 0 2922 and D 3017 (Nuclear Gauge method). Generally, one test shall be provided for approximately every 2 vertical feet of fill placed, or for approximately every 1000 cubic yards of fill placed.' In addition, on slope faces one or more tests shall be taken'for approximately every 10,000 square feet of slope face and/or approximately every 10 vertical feet of slope height. Actual test intervals may vary as field conditions dictate. Fill found to be out of conformance with the grading recommendations shall be removed, moisture conditioned, and compacted or otherwise handled to accomplish general compliance with the grading recommendations. TAYLOR GROUP, INC. Page E-6 Typical Earthwork Guidelines - Rev. 01-01-2008 6.9. The contractor shall assist the geotechnical consultant by excavating suitable test pits for removal evaluation and/or for testing of compacted fill. 6.10. At the request of the geotechnical consultant, the contractor shall '1shut down or restrict grading equipment from operating in the area being tested to provide adequate testing time and safety for the field technician. 6.11. The geotechnical consultant shall maintain a map with the approximate locations of field density tests. Unless the client provides for surveying of the test locations, the locations shown by the geotechnical consultant will be estimated. The geotechnical consultant shall not be held responsible for the accuracy of the horizontal or vertical location or elevations. 6.12 Grading operations shall be performed under the observation of the geotechnical consultant. Testing and evaluation by the geotechnical consultant does not preclude the need for approval by or other requirements of the jurisdictional agencies. 6.13. Fill materials shall not be placed, spread or compacted during unfavorable weather conditions. When work is interrupted by heavy rains, the filling operation shall not be resumed until tests indicate that moisture content and density of the fill meet the project guidelines. Re-grading of the near-surface soil may be needed to achieve the specified moisture content and density. 6.14. Upon completion of grading and termination of observation by the geotechnical consultant, no further filling or excavating, including that planned for footings, foundations, retaining walls or other features, shall be performed without the involvement of the geotechnical consultant. 6.15. Fill placed in areas not previously viewed and evaluated by the geotechnical consultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removal of the unobserved and undocumented fill will be decided based upon review of the field conditions by the geotechnical consultant. 6.16. Off-site fill shall be treated in the same manner as recommended in these guidelines for on-site fills. Off-site fill subdrains temporarily terminated (up gradient) shall be surveyed for future locating and connection. 6.17. Prior to placement of a canyon fill, a subdrain shall be installed in bedrock or compacted fill along the approximate alignment of the canyon bottom as recommended by the geotechnical consultant. Details of subdrain placement and configuration have been provided in Typical Detail C of these guidelines. 6.18. Transition (cut/fill) lots shall generally be undercut 4 feet or more below finished grade to provide a generally uniform thickness of fill soil in the pad area. Where the depth of fill on a transition lot exceeds 15 feet, overexcavation may be increased as recommended by the geotechnical consultant. Details of the undercut for transition lots are provided in Typical Detail B of these guidelines. 7.0 OVERSIZED MATERIAL Oversized material shall be placed in accordance with the following recommendations. 7.1. During the course of grading operations, rocks or similar irreducible materials greater than 6 inches in dimension (oversized material) may be generated. These materials shall not be placed within the compacted fill unless placed in general accordance with the recommendations of the geotechnical consultant. : 7.2. Where oversized rock (greater than 6 inches in dimension) or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off site, or on site in areas designated as "Nonstructural Rock Disposal Areas." Rock designated for disposal areas shall be placed with sufficient TAYLOR GROUP, INC. Page E-7 Typical Earthwork Guidelines - Rev. 01-01-2008 sandy soil to generally fill voids. The disposal area shall be capped with at least 8 feet of fill which is generally free of oversized material. 7.3. Rocks 6 inches in dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that there is no nesting of rock. Fill shall be placed and compacted over and around the rock. The amount of rock greater than 3/4-inch in dimension shall generally not exceed 40 percent of the total dry weight of the fill mass, unless the fill is specially designed and constructed as a "rock fill." 7.4. Rocks or similar irreducible materials greater than 6 inches but less than 4 feet in maximum dimension generated during grading may be placed in windrows and capped with fill materials in accordance with the recommendations of the geotechnical consultant, the approval of the governing agencies, and Typical Detail D of these guidelines. Selected native or imported granular soil (Sand Equivalent of 30 or higher) shall be placed and flooded over and around the windrowed rock such that voids are filled. Windrows of oversized materials shall be staggered so that successive windrows of oversized materials are not in the same vertical plane. Rocks greater than 4 feet in dimension shall be broken down to 4 feet or smaller before placement, or they shall be disposed of off site. 8.0 SLOPES The following sections provide recommendations for cut and fill slopes. 8.1. Cut Slopes 8.1.1. Unless otherwise recommended by the geotechnical consultant and accepted by the building official, permanent cut slopes shall not be steeper than 2:1 (honzontal:vertical). The recommended height of a cut slope shall be evaluated by the geotechnical consultant. Slopes in excess of 30 feet high shall be provided with terrace drains (swales) in accordance with the recommendations presented in the Uniform Building Code, Section 3315 and the details provided in Typical Detail E of these guidelines. 8.1.2. The geotechnical consultant shall observe cut slopes during excavation. The geotechnical consultant shall be notified by the contractor prior to beginning slope excavations. 8.1.3 If excavations for cut slopes expose loose, cohesionless, significantly fractured, or otherwise unsuitable materials, overexcavation of the unsuitable material and replacement with a compacted stabilization fill shall be evaluated and may be recommended by the geotechnical consultant. Unless otherwise specified by the geotechnical consultant stabilization fill construction shall be in general accordance with the details provided on Typical Detail E of these guidelines. 8.1.4. If, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered in the slopes which were not anticipated in the preliminary evaluation report, the geotechnical consultant shall evaluate the conditions and provide appropriate recommendations. Earthwork operations may be temporarily suspended during the geotechnical evaluation. 8.2. Fill Slopes 8.2.1. When placing fill on slopes steeper than 5:1 (horizontal:vertical), topsoil, slope wash colluvium, and other materials deemed unsuitable shall be removed. Near-horizontal keys and near-vertical benches shall be excavated into sound bedrock or firm fill material, in accordance with the recommendation of the geotechnical consultant. Keying and benching shall be accomplished in general accordance with the details provided on Typical Detail A of these guidelines. Compacted fill shall not be placed in an area subsequent to keying and benching until the area has been observed by the geotechnical consultant. Where the natural gradient of a slope is less than '5:1, TAYLOR GROUP, INC. Page E-8 Typical Earthwork Guidelines - Rev. 01-01-2008 benching is generally not required. However, fill shall not be placed on compressible or otherwise unsuitable materials left on the slope face. 8.2.2. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a temporary slope, benching shall be conducted in the manner described in Section 8.2.1. A 3-foot or higher near-vertical bench shall be excavated into the documented fill prior to placement of additional fill. 8.2.3. Unless otherwise recommended by the geotechnical consultant and by the building official, permanent fill slopes shall not be steeper than 2:1 (horizontal: vertical). The height of a fill slope shall be evaluated by the geotechnical consultant. Slopes in excess of 30 feet high shall be provided with terrace drains (swales) and backdrains in accordance with the recommendations presented in the Uniform Building Code, Section 3315 and the details provided in Typical Detail E of these guidelines. 8.2.4. Unless specifically recommended otherwise, compacted fill slopes shall be overbuilt and cut back to grade, exposing firm compacted fill. The actual amount of overbuilding may vary as field conditions dictate. If, the desired results are not achieved, the existing slopes shall be . ovérexcavated and reconstructed in accordance with the recommendations of the geotechnical consultant. The degree of overbuilding may be increased until the desired compacted slope face condition is achieved. Care shall be taken by the contractor to provide mechanical compaction as close to the outer edge of the overbuilt slope surface as practical. 8.2.5. If access restrictions, property line location, or other constraints limit overbuilding and cutting back of the slope face, an alterative method for compaction of the slope face may be attempted by conventional construction procedures including backrolling at intervals of 4 feet or less in vertical slope height, or as dictated by the capability of the available equipment, whichever is less. Fill slopes shall be backrolled utilizing a conventional sheepsfoot-type roller. Care shall be taken to maintain the specified moisture conditions and/or reestablish the same, as needed, prior to backrolling. 8.2.6. The placement, moisture conditioning and compaction of fill slope materials shall be done in accordance with the recommendations presented in Section 6 of these guidelines. 8.2.7. The contractor shall be ultimately responsible for placing and compacting the soil out to the slope face to obtain a relative compaction. of 90 percent or greater (as evaluated by ASTM D 1557 or other standard test method recommended by the geotechnical engineer) and at the recommended moisture content in accordance with Section 6. The geotechnical consultant shall perform field moisture and density tests at intervals of at least one test for approximately every 10,000 square feet of slope face and/or approximately every 10 feet of vertical height of slope. 8.2.8. Backdrains shall be provided in fill slopes in accordance with the details presented on Typical Detail A of these guidelines, or as recommended by the geotechnical consultant. 8.3. Top-of-Slope Drainage . 8.3.1. Surface water runoff shall not be permitted to flow over the tops of slopes. For pad areas above slopes, positive drainage shall be established away from the top of slopes. This may be accomplished constructing a berm at the top of slopes and grading the pad to achieve a gradient of 2 percent or steeper away from the top of slopes. 8.3.2. Gunite-lined brow ditches shall be placed at the top of cut slopes to redirect surface runoff away from the slope face where drainage devices are not otherwise provided. TAYLOR GROUP, INC. . . • Page E-9 Typical Earthwork Guidelines - Rev. 01-01-2008 8.4. Slope Maintenance 8.4.1. In order to enhance surficial slope stability, slope planting shall be accomplished as soon as practical following the completion of grading. Slope plants shall consist of deep rooting, variable root depth, and drought-tolerant vegetation. Native vegetation is generally desirable. Plants native to semiarid and areas may also be appropriate. Large-leafed ice plant should not be used on slopes. A landscape architect shall be consulted regarding the actual types of plants and planting configuration to be used. 8.4.2. Irrigation pipes shall be anchored to slope faces and not placed in trenches excavated into slope faces. Slope irrigation shall be maintained at a level just sufficient to support plant growth. Property owners shall be made aware that over watering of slopes is detrimental to slope stability. Slopes shall be monitored regularly and broken sprinkler heads and/or pipes shall be repaired immediately. 8.4.3. Periodic observation of landscaped slope areas shall be planned and appropriate measures taken to enhance growth of landscape plants. 8.4.4. Graded swales at the top of slopes and terrace drains shall be installed and the property owners notified that the drains shall be periodically checked so that they may be kept clear. Damage to drainage improvements shall be repaired immediately. To reduce siltation, terrace drains shall be constructed at a gradient of 3 percent or steeper, in accordance with the recommendations of the project civil engineer. 8.4.5. If slope failures occur, the geotechnical consultant shall be contacted immediately for field review of site conditions and development of recommendations for evaluation and repair. 9.0 TRENCH BACKFILL The following sections provide recommendations for backfllling of trenches. 9.1. Trench backfill shall be placed in accordance with local agency requirements and the recommendations of the geotechnical report. In general, trench backfill shall consist of granular soils (bedding) extending from the trench bottom to 1 or more feet above the pipe. On-site or imported fill which has been evaluated by the geotechnical consultant may generally be used above the granular backfill. The cover soils directly in contact with the pipe shall be classified as having a very low expansion potential, in accordance with UBC Standard 18-2, and shall contain no rocks or chunks of hard soil larger than 3/4-inch in diameter. 9.2 Trench backfill shall, unless otherwise recommended, be compacted by mechanical means to 90 percent or greater relative compaction as evaluated in accordance with ASTM 0 1557 or other standard test method recommended by the geotechnical engineer. Backfill soils shall be placed in loose lifts 84nches thick or thinner, moisture conditioned, and compacted in accordance with the recommendations of Section 6 of these guidelines. The backfill shall be tested by the geotechnical consultant at vertical intervals of approximately 2 feet of backfill placed and at spacing along the trench of approximately 100 feet inthe same lift. 9.3. Jetting or flooding is generally not recommended for densification of trench backfill and shall not be done unless approved by the geotechnical engineer. Jetting or flooding may only be allowed if trench backfill soils are sufficiently free-draining and provisions have been made for adequate dissipation of the water utilized in the jetting or flooding process. 9.4. If it is decided that jetting may be utilized, granular material with a sand equivalent greater than 30 shall be used for backfilling in the areas to be jetted. Jetting shall generally be considered for trenches 2 feet or TAYLOR GROUP, INC. Page E-10 Typical Earthwork Guidelines - Rev. 01-01-2008 narrower in width and 4 feet or shallower in depth. Following jetting operations, trench backfill shall be mechanically compacted to the specified compaction to finish grade. 9.5. Trench backfill which underlies the zone of influence of foundations shall be mechanically compacted to 90 percent or greater relative compaction, as evaluated in accordance with ASTM D 1557 'or other standard test method recommended by the geotechnical engineer. The zone of influence of the foundations is generally defined as the zone defined by a 1:1 downward projection from the inner and outer edges of the foundation. 9.6. Trench backfill beneath slab areas shall be compacted by mechanical means to a relative compaction of 90 percent or greater relative compaction, as evaluated in accordance with ASTM D 1557 or other standard test method recommended by the geotechnical engineer. For minor interior trenches less than 3 feet deep, density testing may be omitted or spot testing may be performed, as deemed appropriate by the geotechnical consultant. 9.7. When compacting soil in close proximity to utilities, care shall be taken by the grading contractor so that mechanical methods used to compact the soils do not damage the utilities. If the utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, then the grading contractor may elect to use light mechanical compaction equipment or, with the approval of the geotechnical consultant, cover the conduit with clean granular material. These granular materials shall be jetted in place to the top of the conduit in accordance with the recommendations of Section 9.4 prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review by the geotechnical consultant and the utility contractor, at the time of construction. 9.8. Clean granular backfill and/or bedding materials are not recommended for use in trenches on slopes unless provisions are made for a drainage system to mitigate the potential for buildup of seepage forces or piping of backfill materials. 9.9. The contractor shall exercise the specified safety precautions, in accordance with OSHA Trench Safety Regulations, while conducting trenching operations. Such precautions include shoring or laying back trench excavations at 1: 1 or flatter, depending on material type, for trenches in excess of 5 feet in depth. The geotechnical consultant is not responsible for the safety of trench operations or stability of the trenches. 10.0 DRAINAGE The following sections provide recommendations pertaining to site drainage. 10.1. Canyon subdrain systems recommended by the geotechnical consultant shall be installed in accordance with the Canyon Subdrain Detail, Typical Detail C, provided in these guidelines. Canyon subdrains shall be installed to conform to the approximate alignment and details shown on project plans. The actual subdrain location shall be evaluated by the geotechnical consultant in the field during grading. Materials specified in the attached Canyon Subdrain Detail shall not be changed or modified unless so recommended by the geotechnical consultant. Subdrains shall be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the surveys prior to commencement of filling over the subdrains. 10.2. Typical backdrains for stability, side hill, and shear key fills shall be installed in accordance with the details provided on Typical Detail A and Typical. Detail E of these guidelines. 10.3. Roof, pad, and slope drainage shall be directed away from slopes and structures to suitable discharge areas by non-erodible devices (e.g., gutters, downspouts, concrete swales, etc.). TAYLOR GROUP, INC. Page E-11 Typical Earthwork Guidelines - Rev. 01-01-2008 10.4. Positive drainage adjacent to structures shall be established and maintained. Positive drainage may be accomplished by providing drainage away from the foundations of the structure at a gradient of 2 percent or steeper for a distance of 5 feet or more outside the building perimeter, further maintained by a graded swale leading to an appropriate outlet, in accordance with the recommendations of the project civil engineer and/or landscape architect. - 10.5. Surface drainage on the site shall be provided so that water is not permitted to pond. A gradient of 2 percent or steeper shall be maintained over the pad area and drainage patterns shall be established to remove water from the site to an appropriate outlet. 10.6. Care shall be taken by the contractor during finish grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices of a permanent nature on or adjacent to the property. Drainage patterns established at the time of finish grading shall be maintained for the life of the project. Property owners shall be made very clearly aware that altering drainage patterns may be detrimental to slope stability and foundation performance. 11.0 SITE PROTECTION The site shall be protected as outlined in the following sections. 11.1. Protection of the site during the period of grading shall be the responsibility of the contractor unless other provisions are made in writing and agreed upon among the concerned parties. Completion of a portion of the project shall not be considered to preclude that portion or adjacent areas from the need for site protection, until such time as the project is finished as agreed upon by the geotechnical consultant, the client, and the regulatory agency. 11.2. The contractor is responsible for the stability of temporary. excavations. Recommendations by the geotechnical consultant pertaining to temporary excavations are made in consideration of stability of the finished project and, therefore, shall not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant shall also not be considered to preclude more restrictive requirements by the applicable regulatory agencies. 11.3. Precautions shall be taken during the performance of site clearing, excavation, and grading to protect the site from flooding, ponding, or inundation by surface runoff. Temporary provisions shall be made during the rainy season so that surface runoff is away from and off the working site. Where low areas cannot be avoided, pumps shall be provided to remove water as needed during periods of rainfall. 11.4. During periods of rainfall, plastic sheeting shall be used as needed to reduce the potential for unprotected slopes to become saturated. Where needed, the contractor shall install check dams, desilting basins, nprap, sandbags or other appropriate devices or methods to reduce erosion and provide the recommended conditions during inclement weather. 11.5. During periods of rainfall, the geotechnical consultant shall be kept informed by the contractor of the nature of remedial or precautionary work being performed on site (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). 11.6. Following periods of rainfall, the contractor shall contact the geotechnical consultant and arrange a walk- over of the site in order to visually assess rain-related damage. The geotechnical consultant may also recommend excavation and testing in order to aid in the evaluation. At the request of the geotechnical consultant, the contractor shall make excavations in order to aid in evaluation of the extent of rain-related damage. TAYLOR GROUP, INC. .. . Page E-12 Typical Earthwork Guidelines - Rev. 01-01-2008 11.7. Rain- 'or irrigation-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions noted by the geotechnical consultant. Soil adversely affected shall be classified as "Unsuitable Material" and shall be subject to overexcavafion and replacement with compacted fill or to other remedial grading as recommended by the geotechnical consultant. 11.8. Relatively level areas where saturated soils and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated to competent materials as evaluated by the geotechnical consultant. Where adverse conditions extend to less than 1 foot in depth, saturated and/or eroded materials may be processed in-place. Overexcavated or in-place processed materials shall be moisture conditioned and compacted in accordance with the recommendations provided in Section 6. If the desired results are not achieved, the affected - materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. 11.9. Slope areas where saturated soil and/or erosion gullies exist to depths greater than 1 foot shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where adversely affected materials exist to depths of 1 foot or less below proposed finished grade, remedial grading by moisture conditioning in-placeand compaction in accordance with the appropriate specifications may be attempted. If the desired results are not achieved, the affected materials shall be overexcavated, moisture conditioned, and compacted until the specifications are met. As conditions dictate, other slope repair procedures may also be recommended by the geotechnical consultant. 11.10 During construction, the contractor shall grade the site to provide positive drainage away from structures and to keep water from ponding adjacent to structures. Water shall not be allowed to damage adjacent properties. Positive drainage shall be maintained by the contractor until permanent drainage and erosion reducing devices are installed in accordance with project plans. TAYLOR GROUP, INC. Page E-13 Typical Earthwork Guidelines - Rev. 01-01-2008 A. BENCHED FILL OVER NATURAL SLOPE Fill slope per grading plan Original ground surface Unsuitable material 8'typ. bench Setback per grading code Competent ground (as determined by Geotechnical Engineer) mm. width>I Inclined 2% into slope 2 mm. B. BENCHED FILL OVER EXISTING FILL SLOPE Benching shall be required when existing fill slopes are equal to or exceed 5:1(20%) or when otherwise recommended by the Geotechnical Engineer or Geologist Fill slope per grading plan 14 Original fill slope Setback per grading code Unsuitable material Competent ground (as determined by Geotechnical Engineer) 10 mm. width 3, mm. Inclined 2% into slope TYPICAL DETAIL A BENCHING AND KEYWAY FOR FILL SLOPES TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS A. MAXIMUM FILL THICKNESS BENEATH STRUCTURE LESS THAN 15 FEET Original ground surface T 1L LHI[ 13Drn 4 feet min Overexcavate to provide a minimum fill cap thickness of 4 feet or 2 feet below the base of footings, whichever is greater. The lateral limits of the fill cap shall extend at least 5 feet beyond the footprint of structures. 11B1I••I•U111 - 4D<l5feet FILL Unsuitable material ------ (e.g., slopewash) Competent ground (as determined by Geotechnical Engineer) B. MAXIMUM FILL THICKNESS BENEATH STRUCTUREMORE THAN 15 FEET Original ground surface II N PIL,JPI II fl I D13 t (8feetmax) : Overexcavate to provide a minimum fill cap thickness . of D/3 feet, up to a maximum thickness of 10 feet. , P Lateral limits of fill cap to extend at least 10 feet beyond footprint of structures. / ••: Unsuitable material (e.g., slopewash) Competent ground (as determined by Geotechnical Engineer) :.COMPACTED FILL 0> / Y4 . . . . . . .. TYPICAL DETAIL B OVEREXCAVATION OF CUT/FILL TRANSITION go BENEATH STRUCTURE TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS SUBDRAIN Final grade per grading plan FILL Ci Competent ground (as determined by GeotechniGal Engineer) Unsuitable material / (e.g. slopewash) Perforated PVC pipe. Mm. 1% slope See subdrain C this sheet Subdrain Pipe Requirements Run Length Minimum Pipe Diameter <500 feet 4 inches 500-1,250 feet 6 inches >1,250 feet 8 inches NOTE: Downstream 25' of subdrain pipe shall be solid (non-perforated) pipe and downstream 25 feet of subdrain trench shall be backfihled with fine-grained soil to be approved by Geotechnical Engineer. SUBDRAIN TRENCH DETAILS .TT'TT 6 -, ~_(Ttyp_) Geotextile filter fabric as recommended by Geotechnical Engineer Crushed rock as recommended by Geotechnical Engineer Mm. 4" diameter SCH 40 PVC perforated pipe. Perforations on bottom of pipe. 11 TYPICAL DETAIL C CANYON SUBDRAIN TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS A. TYPICAL PAD SECTION SHOWING OVERSIZED ROCK ZONES - L'.JI'C 0 IVIPI rcIl%L ZONE A: COMPACTED FILL WITH ROCKS 6 INCHES OR LESS IN MAXIMUM DIMENSION OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. ZONE B: COMPACTED FILL WITH OVERSIZED ROCKS AND/OR CONCRETE FRAGMENTS BETWEEN 6° AND 48° IN MAXIMUM DIMENSON MAY BE PLACED IN WINDROWS AND SURROUNDED BY GRANULAR FILL WITH SAND EQUIVALENT OF 30 OR MORE DENSIFIED BY FLOODING. WINDROWS MAY BE UP TO 100 FEET IN LENGTH AND SHALL BE STAGGERED AS ILLUSTRARED. B. WINDROW Oversized rock 6° to 48° (max) Granular fill with min. Sand Equiiv. of 30 compacted by flooding S 3 feet min - - Firm natural ground or compacted fill TYPICAL DETAIL D OVERSIZE ROCK OR CONCRETE PLACEMENT IN FILLS TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS 15mm.' Compacted Fill I 30'max. Drainage terrace on slopes more than 30 high 2% miri Non-perforated outlet pipe ABSorPVCnon erforatedoutletpipe -or Weak PIanë— ---_ ZW ax. o.c.horiz.?30' max. o.c.vert. -.Competent otnd- "S - (as determined ly Geotchnical Engineer) ., "S - ., viiE See subdrain I backdrain detail eyway i t Depth of Keyway this sheet (15 mm. width) (5 mm.) Inclined 2% into slope 'NOTES: " 'Dimensions of all buttress or stabilization fills shall be specied by the Geotechnical Engineer. Dimensions as shown on plans may be changed by the Geotedhnical Engineer based on conditions observed in the field during construction. BACKDRAIN'/ SUBDRAIN DETAIL m T min. overlap Filter fabric 6" ' _J_ 3/4 crushed rock 2% min. 4 slope at 10% mm__ 4"'Tsolipipe 4' perforated pipe - ' (perforations facing down) NOTES: Subdrain shall be ABS, PVC or approved equivalent. Use Class 125/SDR 32.5 or Schedule 40 PVC pipe for burial depth of 40 feet or less., Use Class 200/SDR 21 or Schedule 80 PVC pipe for burial depth up to 100 feet.." Subdrain pipe shall be surrounded by 3/4" crushed rock wrapped in a filter fabric envelope consisting of Mirifi 140N or approved equivalent. Filter fabric envelope may be deleted if material meeting the requirements for Caltrans Class 2 Permeable Material is used in place of 3/4" crushed rock, volume of gravel shall be at least 4 cu. ft. per ft. TYPICAL DETAIL E BUTTRESS OR STABILIZATION FILL TAYLOR GROUP, INC. GEOSCIENCE & ENGINEERING CONSULTANTS C i t y o f Ca r l s b ad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City,.the applicant, and the appropriate school districts and returned to the City prior to issuing ,a building permit. The City will not issue any building permit without a completed, school fee form. Project Name: OAK AVENUE HOME & SECOND DWELLING UNIT Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type:' Residential: Second Dwelling Unit: Residential Additions: Commercial/Industrial: City Certification of Applicant Information: CB091160 1208&I2IO OAK AV 156-180-49-00 OAK AVENUE VENTURES LLC NEW HOME AND SECOND DWELLING UNIT SFDI2DU 2 New Dwelling Units 4872 Square Feet of Living Area in New Dwelling' 640 Square Feet of Living Area in SDU ' Net Square Feet New Area Square Feet FIoorAre Date: 4 NcTHE CITY OF 6225 '• , "Carlsbad Unified School District Vista Unified School District El Camino Real 1234 Arcadia Drive Carlsbad CA 92009 (3315000) ' 'Vista CA 92083 (726-2170) *1-1 1-Y-11 oil San Marcos Unified School District 215MataWay " San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Onl Encinitas Union School District San Dieguito Union High School District ç 101 South Rancho Santa Fe Rd , 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (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: Revised 3/30/2006 ' . 4 • ._4. K-.. - . - K.. K- K 4 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED - K 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 -•_K ,%'' .. * K 4 - K - • SIGNATURE OF AUTHORIZED-SCHOOL, DISTRICT OFFICIAL TITLE WALTER FREEMAN • ASSIST R KIT ENDEN? NAME OF SCHOOL DISTRICT 6225 EL CAMO RM, • DATE PHONE NUMBER ., 7O33(oL( K r., 4' . •' - • . S - CS -K - . - •K•' I • . - 4.- - • . . --K K . K . 1,5 - .• -'K 'C • K- - - -- K - K '1 - : - .. S K- - K ., . . . . -', • - K K K . • - • . - •' . - - - ' . ' -' . K. • S I K -K • • 'K , - • . - 't KKK •K.• -- 'K .. • Revised 3/30/2006 K- - I - K- CITY OF CARLSBAD STANDARD FORM - TIER 1 STORM WATER POLLUTION PREVENTION PLAN STORM WATER COMPLIANCE CERTIFICATE I My project is not in a category of permit types exempt from the. Construction SWPPP requirements I My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). -My prefect does net requires a grading plan-pursuant-ta the-Carlsbad 'r-u4in rina.r (Choptori..-15 of the Ce4sbad-MeiicipaICa4e) I My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT 'l MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. O1AJ- flc-'-M3Ad4 n'ER(S '_SAGENTNAMç(PRINT). 312.711 OWNER(S)OWNER'S AGENT NAME (SIGNATURE) ATE STORM WATER POLLUTION PREVENTION NOTES I. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES. TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN- OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (4(r). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 314 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: Zt'L C)IAcV_VR Assessor's Parcel Number: S I Project ID:\MSO —O OC Construction Permit No.: /.43' C'A Estimated Construction Start Date t•I Project Duration _Months Emergency Contact: Name: CU WitEOjJ 24 hour Phone(7) 5 9O (o(#1(o Perceived Threat to Storm Water Quality Medium Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER I SWPPP Approved By: .1L-4ctc "4- Date: 3 -i-7-C Page 1 of Waste Management and Materials Erosion Control Sediment Control BMPs Tracking Non-Storm ater Pollution Control BMPs BMPs Control BMPs Management BMPs S 2 Best Management Practice (BMP) Description -, U) . 0 0 . 2 C - ..0 0 0 ° 01c o ° U- E -- .c > 22 S 2 .0 o 2 o - .! 1! ta.9 2 ° 2 = c ,o ö ! am o 2 U) U) Cl) 0 0 U)> U) U ( U). U)Q O QO a. >o 2 U) 0)0 o2 1502 CASQA Designation ? 1 U? U? ? 1 U? C? 00 0 • U) Lu w.w Lu Lu Lu • ti a U) Cl) U) co 5 55 5 5 5 5 w w w 0 Cl) U) U) Cl) Cl) CO Cl) Lu - I— z z z z Construction Activity W Co rading!SoilDlsturbance jrenchingfExcavation I )c>.c:R:.::< - Stockpiling S Drilling/Boring S -VI,Conerete/Asphall — Concreteflatwork Paving Ae ConduitlPlpelnstailation Stucco/Mortar Work S S Waste Disposal Staging/Lay Down Area - - - - - - - - Equipment Maintenance and Fueling - - Hazardous Substance Use/Storage - — Oewatedng - - - - - - - - — Site Access Across Dirt - -- Other (fist): -- Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located alon the top of thç form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construcion Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in place "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where "Stockpiling" row intersects the new "Cover with Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. S Page 2 of 2- CITY OF CARLSBAD - AFFIDAVIT OF COMPLIANCE FORA SECOND DWELLING UNIT Instructions to Property Owner (Affiant): Please type or print complete and accurate answers in all blank spaces in Section I. Please read carefully, particularly Section II. Please read, sign and date Section III indicating that you understand and agree with the conditions of compliance. SECTION I - INFORMATION Property owner(s): 0A<_ 4tX , Name(s) Property Address: ' (0 C(r 4/_ (2 2O) Strefl4 CA 92c6/ City State Zip Code Assessor Parcel No. Subdivision: / or Name Lot/Block Project Number: "(hO SECTION II- CONDITIONS FOR COMPLIANCE PLEASE READ CAREFULLY Parcel No. 1. A second dwelling unit is an attached or detached dwelling unit wiiièh is located on the same lot as an existing owner-occupied single-family detached dwelling unit and is: Suitable for use as a complete living facility with provisions within the facility for cooking, eating, sanitation and sleeping; Occupied by one or more persons; and C. Subordinate to the main dwelling unit. 2. The Property Owner(s) listed above' hereby certifies that he/she owns the above referenced property, as of the date of this affidavit, and to his/her belief and knowledge, there are no conditions, covenants or restrictions on the property prohibiting a second dwelling unit apartment. 3. The Property Owner(s) agrees to the following terms and conditions: FRM0006 6/03 PAGE 1 OF 2 The property and residence referenced above must not contain a second residential dwelling unit unless it is in compliance with the second dwelling unit provisions of the Zoning Ordinance of the City of Carlsbad. The Property Owner(s) shall reside in either the main dwelling unit or second dwelling unit described above, now, and for the life of this agreement, unless a lessee leases both the main dwelling unit and the second dwelling unit. C. The Second Dwelling Unit may only be rented and shall not be sold separately from the main dwelling unit, unless the lot on which such units are located is subdivided. The Property Owner(s) agree to rent the Second Dwelling Unit at a monthly rental rate which shall not exceed an amount equal to 30% of the gross monthly income of a low- income household, adjusted for household size, at 80% Of the San Diego County median income. A copy of this agreement and Affidavit must be given by the Property Owner(s) to prospective purchasers of the property prior to entering into a sales contract for said property. SECTION III - AFFIRMATION AND AGREEMENT I HEREBY DECLARE AND AFFIRM, under penalty of peijury, that all, matters and facts set forth in this agreement are true and correct to the best of my knowledge, information and belief, and that I (we) understand, accept and will abide by the regulations, requirements, and standards governing the Second Dwelling Unit. BY: Property er Date tl~~z elrxaa~ Property Owner Date Owner's Telephone Number(s): C76C)) ..s?b- ('f /( Home Office FRM0006 6/03 PAGE 2 OF 2 C8091160 1208 OAKAV SPEC. HOME-4872 SFD W/640 2DU - ATTACHED (1210 OAK)-1782 SF GARAGE.1617 DECK -. - 7(Io c c- / - s -- H- _ pLa& tzC NO JJY - /oc- Is A A Okk) SYLkC*U I c4'ei • 4-I-) i 'j ---- - - r r Application Complete? bri'l 2'tC/..) 40 6&) ()IL Fees Complete? Jr-itf (3 C. C23 rt01* (K f)e4'P I/' Qa1c An V N By V N - By Sc- Approved 4-j"c' Date Building 142/ '/t /c)c/ Planning Engineering sj0q Fire f7L -61 '-_ F.O.G. I-fazMat APCD Health Forms/Fees Sent Reed Due? CFD y Fire YN FOG Y HazMat/APCD Y Health Y.N PFF Y P E & M S/5J g School S/ -/"j L!±, Sewer Y N Stormwater - y V N V N Comments Date Date Date Building 7/t I07 I Planning Engineering Fire JF ic CQ Y 'ORATED / 952 City. of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 02-23-2010 Plan Check Revision Permit No:PCR09II6 Building Inspection Request Line (760) 602-2725 Job Address: 1208 OAK AV CBAD Permit Type: PCR Status: ISSUED Parcel No: 1561804900 Lot #: 0 Applied: 08/31/2009 Valuation: $0.00 Construction Type: NEW Entered By: JMA Reference #: Plan Approved: 09/01/2009 PC #: Issued: 09/01/2009 Project Title: UPDATE DETAIL S5 - 09 Inspect Area: Applicant: CHARLIE WILSON 760-580-6616 _Owner:— BUSBY FAMILY TRUST 10-26-01 1212 OAKAVE; CARLSBAD, CA' 92008 ' ' (T\ Plan Check Revision Fee / oo Additional Fees / ,c— Total Fees: /$0O( \ _ To Date: $0.00 Balance Due: T \ $0.00 FINAL APPROVAL Insoector: 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 permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any CITY OF CARLSD/-%D13 PLAN CHECK REVISION APPLICATION. B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. 'X99 I '' Original Plan Check No. ProjectAddress LO OAK.. &Ut- Date__________________ Contact (3l64 Ph '710 610 'U Fax Email kct..50000 6.%41L.4. Contact Address_/12/ 3',Co4S fr/'-'Y city _Or'srdg Zip ?O SY General Scope of Work Oft?f.r t1iL. - 0 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: ians J Calculations LI Soils El Energy LI Other___________________________ 2, Describe revisions in detail 4 /AJ ,Z&ft,t, 44f'jy VtZT .3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets /?e &#r. 3'Mjj,- " o/e. 64414r,/ 5 Does this revision, in any way, alter the exterior of the project? 6 Does this revision add ANY new floor area(s)? Yes 7 Does this revision affect any fire related issues? fl Yes 8 Is this a complete set? E Yes Signature El Yes Er-N-o 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/ 27 18/ 2719 Fax: 760-602-8558 www.carlsbadca.gov City 9f Carlsbad 10 BUILDING DEPARTMENT 0 1635 Faraday Avenue, Carlsbad, CA 92008 a Phone: 760-602-7541/ Fax 760.602-8558 Plan Check Comments / 2007 Codes To: From: Steve Borossay Fax: Pages: ) Phone: Date: Re: ( Address: Co 7\\J< CONTACT IHOURS ;VJ BOROSSAY: TUESDAY THROUGH FRIDAY: IPM - 5PM + Please make corrections referred to below and run TWO new prints. If red marks are on plans as a part of this Plan Check response please return red marked set with the new prints. + This is a BUILDING REVIEW ONLY. Comments or approval do not apply to any other City department review. For information on the status ofapproval from other departments please contact staff @760-602-2717/2718/2719. 90 Co (Akuol-" ME WAUWJAY cm -ii o _ -t occz Q_ 0 MUMS;` ITEM I IIJfl IJflI IJcaI..nlr I ILlI ITEM NO. CLIENT' ITEM TITLE PROJECT o, AlE ATTN TO' wu.So.t LOT 1, 1ZviSEP ctn2.c PcE(&(4 TS DATE' 9 H (00411 FAX' SCAI.E' f 1 •Z- o (2;wi ce)oq I 10 [ SWANSON & ASSOCIATES 17055 Via Del Campo SUITE 100 SAN DIEGO CA 92127 (858) 487-7600 WALL. IMILAR -- . t —DECK FRAMING PER PLANS 2.3 I I STUD WALL PER PLAN I I 4 Mitt I / ~1=~FINISH GRADE SIMILAR .. 'GRANULARBACKFILL HE a'_• H—BELOW GRADE — 1 WATERPROOFING ±F MIRAFI SYSTEM OR_EQUAL — I ALL VERT. I . -. 1-I—N0. 4s @ 16 0/c HORIZ. STEEL IN WALL CENTERED - IJ-STEP TO WALL : sruc DOWN WITH GRADE Ors i. -. f-6' WIDE C.I.P. CONCRETE - 11— FOUNDATION WALL P.T. SLAB PER PLANS T. H-2x2 KEY AT -I CONSTRUCTION JOINT 4 _.4W (2) NO: CONT. TOP & BTIJ. IN FOOTING HORIZONTALLEG ExP 44594 I * P ETA L REVISIONS DESCRIPTION _DATE _• _DESCRIPTION__DATE ITEM NO. CLIENT' ITEM _TITLE PROJECT' 041< A' ATTN TO- CIAPUE c,jito,J i-,iL--- AT LOT 47 PHONE' p Ct4, yg DATE'_4!.00, SHEET FAX' SCALE' t/Z it 4_.. / I - - -, I / -'4 4 -. + • I + - City otCarisbad 1635 Faraday Av Carlsbad, CA 92008 09-17-2009 Plan Check Revision Permit No:PCR09118 Building Inspection Request Line (760) 602-2725 Job Address Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 1208 OAK AVCBAD PCR 1561804900 Lot #: 0 $0.00 Construction Type: 5B CB091160 SPECHOME-REPLACE ROOF W/ROOF pECK 1450 SF,ADD 2 FIREPLACES Status: ISSUED Applied: 09/08/2009 Entered By: KG Plan Approved: 09/17/2009 Issued: 09/17/2009 Inspect Area: Applicant: LONGTON PAUL 2909 MESA DR OCEANSIDE 92054 760-722-4904 Plan Check Revision Fee Additional Fees Total Fees: Owner:__ BUSBY FAMR..Y TRUST 10-26-01 ARLSAAbbA0 / _) UU)// \\j • ents To Date: $725.00 Balance Due-- \ $0.00 1952 INCORPORATED 1 952 NJ /7 'J Lfl FINAL APPROVAL Inspector: 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 permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning; zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fepsipc2r.tionc nf whi'.h vnti hqvp nrpvintilv hn niun 2 MflTIl". dmil2r tn thic Ar ne tn whi,-h th2 cinhita nf Iinit2hAnc hc nroviniiclu nfhnnic8 nvnirofi I / I PLAN CHECK REVISION Development Services BuildingDepartment CI T Y OF APPLICATION 1635 Faraday Avenue CARLSBAD B-15 760-602-2719 www.carlsbadca.gov Plan Check Revision No.leoello 9//c Original Plan Check No. 0 (t Project Address LZ 12o O ak 4.)L- Date 9 /9./o Contact Fii-.A oto' PhO 122. 4-ax 122 40 Email OF 2W%Q Contact Address_Z4 f1Q5O br CityOS4. I_JZip 'z.oc 4 General Scope of Work- rtf i*J ruäf Original plans prepared by an architect Or engineer, revisions must be signed & stamped by that person. 1 Elements revised: E/Plans E'aIculations El Soils El Energy Other_____________________________ 2'' Describe revisions in detail - ts &itor. 40 4'.Q. cif Q.Ck.t 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets tv, JLe- j 4 4t -- 5 Does this revision, in any way, alter the exterior of'the project? "Yes D No 6 Does this revision add ANY new floor area(s)? Yes L 7 Does this revision affect any fire related issues? Yes .8 Is this a comple..? _fl No Signatur 1635 Faraday Av9(e, CarIt 2008 Phone: 760-602-2717/2718/2719 Fax: 760-602-8558 www.carlsbadca.gov ' EsGil COrporation In Partnership with covernmentforcBui[iingSafety DATE: SEPT 15, 2009 . . El _Aa21_LCANT JURISDICTION: CARLSBAD . . S 0 PLAN REVIEWER U FILE PLAN CHECK NO.: 09-1160 (REV. # 1) - PCR09-118. . SET: I PROJECT ADDRESS: .1208 & 1210 OAK AVENUE PROJECT NAME: DUPLEX FOR OAK AVENUE VENTURE LLC Lii The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be correctedand resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Paul Longton 2909 Mesa Dr., Oceanside, CA 92054 Z Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation stffdid advise the applicant that the plan check has been completed. Person contacted: Paul Telephone #: 1-760-722-4904 Date contacted: (by: ) #: 1-760-7-22-4903 Mail Telephone Fax In Person REMARKS: Add the roof deck area = 1,500, on She1Tfor2the 2 nd unit as well. Also note on plans that the 1-hour rated ceiling/roof assem7'appliesto.the new roof deck as well. By: ALl SADRE . . . -Enclosures: EsGil Corporation . LI GA LI MB [I] EJ LI Pc 7/16 9320 Chesapeake Drive, Suite 208 •. San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD 09-1.160 (REV. # 1) -, PCRO9-118 SEPT. 15, 2009 [DO NOT PAY — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 09-1160 (REV. # 1) - PCR09118 PREPARED BY: AL! SADRE DATE: SEPT. 15, 2009 BUILDING ADDRESS: 1208 & 1210 OAK AVENUE BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code I(b IBY Ordinance Bldg. Permit Fee by Ordinance . . . . Plan Check Fee by Ordinance EEl . $725.00 I Type of Review: LI Complete Review fl Structural-Only F-1Repetitive Fee LI Other J1Repeats LI Hourly 5 Hrs. @ * - EsGil Fee $116.00 $580.00I * Based on hourly rate S S Comments: S • Sheet lofi PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB ~Cpzo,~4 1,8 DATE •______________ ADDRESS /CDOO RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL (<$17,000.00) CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER Qeo PLANNER DATE 16 Ila ENGINEE DATE _______ Docs/Misforms/Planning Engineering Approvals - w w ( (0 0 .0 C,) PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. PCR 09-118 Address 1208 Oak Avenue Planner GINA RUIZ Phone (760) 602- 4675 APN: 156-180-49-00 Type of Project & Use: SFR &SDU Net Project Density:1.0DU/AC Zoning: R-1 General Plan: AM Facilities Management Zone: .1 CFD (in/out) #_Date of participation: Remaining netdev acres: Circle One (For non-residential development: Type of land used created by this permit: Legend: . Item Complete Environmental Review Required: LI Item Incomplete - Needs your action YES LI NO 0 TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: LI LI Discretionary Action Required: YES LI NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: LI LI Coastal Zone Assessment/Compliance Project site located in Coastal Zone?YES 0 NO CA Coastal Commission Authority? YES F-1 NO 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): LI LI Habitat Management Plan Data Entry Completed? YES LI NO LI If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) LI LI Inclusionary Housing Fee required: YES Z NO LI $4,515 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES Z NO LI . . (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) . H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: El El Policy 44 - Neighborhood Architectural Design Guidelines Li Li Applicability: YES Li NO Li Li Project complies: YES Li NOD Zoning: Li Li Setbacks: Front: Required 20' Shown 20' Interior Side: Required 8.5' Shown Street Side: Required N/A Shown N/A Rear: Required 17' Shown 17' Top of slope: Required N/A Shown N/A LI Li Accessory structure setbacks: Front: Required.______ Shown Interior Side: Required Shown Street Side: . Required. Shown______ Rear: . Required Shown Structure separation: Required Shown fi Li Lot Coverage: Required LESS THAN 40% Shown 34% fi Li Height: Required 30' OR LESS IF ROOF PITCH IS 3:12 LESS THAN 3:12 PITCH=24' MAX Shown 23.8' (FLAT ROOF) 0 Roof Deck - . Required LESS THAN 24' Shown 23.8' Li Li , 5. Parking: Spaces Required 2 Shown 2+ •- - (breakdown by uses for commercial and industrial projects required) . 0 Residential Guest Spaces Required Shown Li Li Additional Comments THE ONLY STRUCTURES PERMITTED ABOVE THE HEIGHT LIMIT OF 24' MAX (FLAT ROOF IS PROPOSED) IS A STAIR ENCLOSURE WHICH IS SHOWN ON THE PLANS. OK TO 0 ISSUE AND ENTERED APPROVAL INTO COMPUTER G DATE 9/8/09 dift 0 • f . . - * 0 H:\ADMIN\Template\Building Plancheck Review Checklist,doc 0 Rev 4/08 NL EN P NS NS STRUCTURAL S CALCULATIONS I ISSUE DE June 10 2009 I STA- I 0T&P I bescriptian: (2) Story Wood frame Client: Oak Avenue LLC Name: Oak Ave Lot 3 P3 buplex Mutual Partners Carlsbad CA Charlie Wilson Agent SCRTEA. I Building Type Bearing wall system Construction: Stud walls, sawn lumber - •. - - . wood timbers, plywood sheathing. - Codes 2007 California Building Code Concrete 2,500 psi at 28 clays U.N.O. 2006 IBC, ASCE 07-05, 2005 NbS ! Higher strngth where noted . Wood: Studs - Stud grade, Standard & btr. Posts - Standard di better Beams bF#2 or better Joists t Joists Soils di bearing GLBs 24F-1.8E 2500 psf Soil Bearing b+L -. - LSL - laminated strand rims and beams . Taylor Group LVL - laminated veneer microlam beams and joists . project T&I G09.00519 PSL - parallel strand beams .- BUILDING ' Roof Loads psf Floor Loads psf Lt wt to Roofing (tile) 9 5 Floor Finish (carpet) 1.2 1.2 Sheathing 14 Sheathing 20 20 Rafters or trusses '3.2 Joists 2.6 2.6 Ceiling 22 Ceiling . 26 26 Misc di insulation 17 Misc di insulation 3.6 3.6 Total Roof bL 18.0 psf 12.0 psf Roof Live Load (less than 6:12 pitch) 20 psf. Floor Live Load 40 psf Roof Live Load (6:12 and 7:12 pitch) 18 psf Balcony Live Load 60 psf Roof Live Load (8:12 pitch or steeper) 16 psf Exit Live Load 100 psf Exterior Walls psf. Interior Walls psf psf Stucco or siding 8.0 Shear pa 0 Studs Gypsum board 2.2 :yps:gn Jed: 49 ,/4e' Misc. & insulation -. '- 2.7 . - Misc.irisula 2.5 2.5 Total Wall DL 14.0 psf Total /all b - 8.0 psf 0 psf Swanson di Associates - 17055 Via Del Campo Suite 100 a bieo/. I Section Propertie & besiqn Loads' 2007 CBC Ln Moment Roof Loads Floor Loads (w) Allowable Uniform Loads Nominal Actual Area Section of LbF: 1.25 LDF: 1.00 (plf) Allowable Allowable Span in feet for beam or joist sizes Size Size Modulus Inertia (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration, Laterally fully braced, repetitive member increase for 2x members. I inches in in in (Ibs) (lb-ft) (Ibs) (lb-ft) 3 ft. 4 ft 5 ft. 6 ft. 7 ft 8 ft. 9 ft 10 ft lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17ff. 18 ft. 19 ft. 2x4 15 x 3.5 5.25 3.06 5.36 788 211 630 169 - 150 . :.38 28 . 2l.- :17 . 11 8 7 5 4 3 3 2 2 2x6 15 x gig 825 756 2080 1238 1060 990 848 xma- 754 424 271 188 138 106 84 63 48 37 29 23 19 15 13 11 9 2x8 15x725 1088 1314 4763 1,631 1,700 1,305 1360 1094 680 435 3- 0-4-MME11170 134 109 90 76 64 53 43 35 30 25 21 2x10 15 x 925 1388 2139 9893 2081 2 537 1665 2029 1094 820 649 451 331 254 200 162 134 113 6 83 72 63 56 50 44 22 x1 15 x 11.25 1688 -iM .... ...-.--........... 3164 177.98 2,531 3,411 .--.--- 2,025 2,729 .. . 1,094 820 656 547 ' .' 270' 218 180 152 129-111 97. .. 85 ., 76 , 67 -60 446 2x14 1.5 x 13.25 19.88 4389 .. 290:78 2,981 4,259 2,385 3,407 1,094 820 656 547 469 410 336 73 225 189'OEM-, 1 : 011100110 4x4 3.5 x 3.5 12.25 7.15 12.51 1,838 1,005 1,470 804 715 402 257- 176 111 74 52 38 29 22 17 14 11 9 8 7 6 4x6 35 x 55 1925 1765 4853 2 888 2 151 2 310 1720 1529_860_551_382_281_215_170_1imzn 38_111_866754_44_36302522 4x8 35 x 725 2538 3066 11115 3,806 3,737 3,045 2,989 2 188 1495 957 664 488 374 295 239 198 166 142 122 100 83 69 58 49 4x10 35 x 925 3238 4991 23084 4856 5615 3 885 4492 44_359_297_250_'213_183_160_140_124_111_100 3993_2__246_1437_998_733_562_4WO 4x12 3.5 x 11.25 3938 7383 41528 5,906 8,459 4,725 6,768 4,375 3,281 2 166 1504 1105 46 8 668 541 447 27 376 320 6 241 211 187 167 150 4x14 3 5 x 13 25 4638 10241 67848 6956 10668 5 565 8 534 4_3753_2812_625 _1_897_1_393__1067_843_683_564_474_404_348_303_267_236_211_189 446 35 x 1525 5338 13566 I. 103442 8,006 14,131 6,405 11,305 4,375 3,281 2,625 2,188;21 1846 1413 1117 904 747 628 535 461 402 353 313 279 251 6x4ff EUMM OM Z11M EM 2,868 '.1,437 g2MMM 1,022_575_"368_255_._175117826045352722181512_109 6x6 55 x 5.5 3025 27.73 7626 4,285 3,466 3,428 2,773 2,46 1,386 7• 616 .453 347 .274 222 . 175 134 106 85 69 57 47 40 34 6x8 55 x 75 4125 5156 193 36 5844 6445 4 675 5 156 3_438 _2_578_1650_1146_842_645__509_413_341_286_244_210_175144 _12010186 6x10 55 x 95 52.25 8273 39296 6875 4654 2 978 2068 1520 1163 919 745 615 517 441 380 331 291 244 205 175 7,402 11,634 5,922 9,307 6x12 55 x 115 63 25 1 23 12 69707 8960 17048 7168 13 638 6_8755_1564__125__3031_2_227_1_705_1_347_1091_902_758_646_557_485_426_378_337_302 6x14 5.5 x 13.5 7425 167.06 1,12767 10,519 23,188 8,415 18,550 6,875 5,156 4,125 3,438 2,946 2,319:1,832 1,484 '1,2,2k 1,031 78.;. 757 .660 - -580 513': 458 - 411 24956 2 05889 12 856 33 675 10 285 27 100 6 875 5 156 4 125 3 438 2 946 2 578 2 292 2 063 1792 1 506 1 283 1106 964 847 750 669 601 6x16 55 x 165 9075 1k" Timbcrstrand LSL rim board di 13" Tiniberstrand LSL :1x11 LSL. 1 ?5x'11.88 14.8g. 29.3- 17.4.43 . 9;215•- 9618 7,372 '7,695: 1,8081,3561,085904775678 _592432325250197 _157128105887463 1'x14 LSL 1.25 x 14.0 17.50 40.83 28583 10,865 13,168 8,692 10,534 1,808 1,356 1,085 904 775 678 603 543 493 410 322 258 210 173 144 121 103 1*x16L5L 125x16.O 20.00. :5333 -42667 12417 1G,989- 9,933.13.591 1,808 _1,3561,085904775678603543493452.417385313258215181154 lix1li LSL 175 x 11.88 2078 41.13 24421 5,368 9,971 4,295 7,977 1,633 1,225 980 817 700 613 544 490 445 404 318 254 207 170 142 120 102 11x14 LSL 175 x 140 2450 5717 40017 6 329 13 650 5063 10920 1_6331_225980817700613544490445408377350327279233196167 1346 LSL 11.75 x 16.0 128.00 1 74.67 597.33 17,233 17,611 15,787 14,089 11,633 1,225 980 817 700 613 544 490 445 408 377 350 327 306 288 272 249 3k" Timbcrstrand LSL 3x43 LSL 3.5 x 4.38 15.31 11.17 24.42 5,104 2,170 4,083 1,736 1,543 868 484 280 176 118 83 60 45 35 28 22 18 15 12 10 9 34x5'LSL 35x55 1925 1765 4853 6417 3357 5133 2686 2380_1343_859_556_350_235165120907055443629242118 3fx7*LSL 3 5 x 7.25 2538 3066 lii 15 8,458 5,687 6,767 4,550 2,380 1,785 1.428 1,O1i 743. 538 378 275 207 159 125 100 82 67 56 47 40 3 x8 LSL Will x 863 3019 43 39 18714 10063 7922 8 050 6 337 2__3801_785 _1_42811901020 _792_626_463348268211169137113947968 369 LSL 3.5 x 95 33 25 52 65 250.07, 8,590 13,027 6,872 10,422 5,600 4,200 3,335 2316 1,702 1,303' 980 714 537 413 325 260 212 174 145 123 104 31x11- LSL 35 xli 25 3938 7383 41528 10172 17987 8 138 14 389 56004__2003_3602_800_2_349_1799_1421_1151_891687 _540432352290242203173 3fx11 LSL 3 5 x 11.88 4156 82.26 488.41 10,737 19,941 8,590 15,953 5,600 4,200 3,360 2,800 2,400 .1.994, 1,576 1,276. 1,048 808 635 509 413 341 284 239 203 4900 11433 80033 12658 27 300 10127 21840 560042003_36028002_4002__1001867_1680 _1_833678558465392333 3x14 LSL 35 x 140 ;` " [: 3x16LSL__3_5x160 _56.00 _149_33 _1,19467 _14,46735,222 _11,57328,178 _5,6004,2003,3602,8002,4002,1001,8671,6801,5271,4001,292 833695585498 0 0 0 '0 At roof loading conditions where shear or bending governs, use a 1.25 LbF adjustment to the above values. At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor-to the above values. - Shading in the span/ allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right. 'I. a SectionProperites& Design Loads 2007CBC Moment Roof Loads Floor Loads (w) Allowable Uniform Loads _+ Nominal Actual Area Section of LbF: 1.25 LDF = 1.00 Size Size Modulus Inertia Allowable Allowable Span in feet for beam or joist sizes (b) x (d) (A) (5) (I) Shear Moment Shear Moment Normal duration, Laterally fully braced, repetitive member increase for 2x members. inches ir in' in' (Ibs) (lb-ft) (Ibs) (lb-It) loft, lift. 12 ft. 13 ft. 14 ft. 15 ft. 16 ft. 17 ft. 18 ft. 19 ft. 20 ft. 21 ft. 22 ft. 23 ft. 24 ft. 25 ft. 26 ft. 0 1*' Microllam LVL 175 x95 663 262 i12503 394_ 7J 9i585i_453 340 262 206 165 134 110 92 78 66 57 49 42 37 33 29 26 1*x11' LVL 175 x 1188 2078 4113 24421 4,936 11,155 3,948 8 924 7t45I0i 496 402 322 262 216 180 152 129 110 95 83 73 64 57 50 - pa 1LV1 'I ,x440, i7j7 '7 jjZ1j3 429 354 295 248 211 181 156 136 119 105 93 82 1146 LVL 175x160 2800 7467 59733 6650 19446 5320 15557 371 315 270 233 203 178 156 138 123 lii'LVt 1-7518 0 3150 1b 98'j19,,pJ. 1531 1148 919 766 656 574 510 459 418 383 353 328 289 253 223 197 175 2.69' (2 11/16") Parallam PSL ' 2'69x ?F Q71 i.? 731 550 423 333 267 217 179 149 125 107 91 79 69 60 53 47 42 (/ LD 2.69x11f PSL 2.69 x 11.88 31.91 63.16 375.03 7,713 19,103 6,170 15,282 223101Qi 827 650 521 423 349 291 245 208 179 154 134 117 103 91 81 614Pi- 26'14 _ 694 572 477 401 341 293 253 220 192 169 150 133 2.6946 PSL 269 x 160 4300 11467 91733 10,392 33,550 8,313 26,840 83 711 599 509 437 377 328 287 253 224 199 0 269'15l W' j5i3 b13 f69141'T ROWER 0 C 725 622 537 467 409 360 318 IN 283 77 CL 312" Parallam PSL 3c9P5L AMWM 33 26 007 86J 953 716 551 434 347 282233 1941631391191038978696154 34x11fPSL 3.5x11.88 41.56 82.26 488.41 10,044 24,878 8,035 19,902 1,077 847 678 551 454 379 319 271 233 201 175 153 135 119 106 34x14PSL- 35k146 133 jóO I3 903744 329 286 251 221 195 173 34x16P5L 35x160 5600 14933 119467 13,533 43,693 10,827 34,955 926 780 664 569 491 427 374 329 291 259 '18PL ?3x1 18 T7F6fb6 J6'__07 ~P6,74ffi 8J31 945810700609533469415369 5*'_ParallamPSL . 5*x9j'SL E4 8J .83 1,429 1,074 827 650 521 423349 2912452081791541341171039181 5*x1l PSL 525 x 1188 62.34 123.39 73262 15,066 37,317 12,053 29,854 288'Jf74 1,615 1,270 1,017 827 681 568 479 407 349 301 262 229 202 179 159 F 5*x14PSL: 52514C Ip5O 1Jpt41, __3259264226__l9Z9,3 1355 1117 931 784 667 572 494 430 376 331 293 260 5*x16P5L 525x160 8400 22400 179200 20,300 65,540 16,240 52,432 1, 3 9 0 1,171 995 853 737 641 561 494 437 388 -5c18P5& 52fC io T8 iz 1f6Z __ ' ( 141712151050_913799703 _622553 7"ParallamPSL 7x9P5l - 5' ' 9O529 50OiF 16rO71y3 , 61J 190514311103867694565465388327278238206179157138122108 7x11* PSL 70 x 1188 83.13 16452 97683 20,089 49,756 16,071 39 805 ,4221 2, , 153 1,694 1,356 1,103 909 757 638 543 465 402 349 306 269 238 212 .-i2f' 16ff 39 18j4J4 4_311_T85ZJT180714891_2411046889762658573501441390 347 7x16 PSL 70 x 160 11200 29867 2 38933 27067 87387 21 653 69909 5 593T6223 8843 302 853'-2"86'185 1 853 1,561 1,327 1,138 983 855 748 658 583 518 Tx18i'5i 'l T1O 7"i r400 3OZi bi7'3_65__4d4I3,56 WO*__f2$ 18891 620139912171065938829737 6*Glu-lam Girders &Beams (24F-1.8E or 24F-V4 with standard camber) 61*16* 675_*165 1Ti 306"28 682 12 4_192_720 345 0j '2 1_2631083935814712627554493 61x18 GLB 6.75 x 18.0 121.50 364.50 3,280.50 26,831 84,732 21,465 67,786 118 1.214 1,056 924 814 720 640 MIRMOM N7 1_4 43 1,016 I-Joists,Single use as headers & beams -- L1*TJI21O a6Tl18e p22Z4 51- _44393431 0 14'_TJI 210 (2.06x14.0 EI415 _1,2255,350 _9804,280 _575145 - 1. At roof loading conditions where shear or bending governs, use a 1.25 LbF adjustment to the above values. 2.- At roof loading conditions where deflection governs, use a 1.15 deflection adjustment factor to the above values. 3. Shading in the span / allowable uniform load table indicates that bending (F'b) governs. Shear governs to the left of the shading, and deflection governs to the right. Oak Ave Lot 3 June 10 2009 Typical Framing Elements S I FE7 Roof Framing Trusses @ 24 o/c (l)L: 18 psf, LL: 20 psf) Factory Manufacturer's design by others 2x Convetional Rafters & Fill Framing w = (24/12) (18 psf + 20 psf): 76 psf 2x4 @ 24" 0/c spans to 4'-8" 2x6 @ 24" o/c spans to 9-10" 2x8 @ 24" 0/c spans to 13'-0" 2x10 @ 24" 0/c spans to 16'4" 2x12 @ 24" a/c spans to 1841" Floor Framing I-Joist floor joists (TrusJoist by iLevel or equal) (Allowable spans per the latest span tables from iLevel, see the latest catalog & ICC-ES ESR-1387 & ESR-1153) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. w = (16/12) (12 + 40 psf) 69 psf w = (19.2/12)(12 psf + 40 psf) 83 psf Opening Headers & Misc. seams Hi - S w:5170p1f Roof Floor 4x4 (Max. Span:) 6'-4" 4x6 10-0" 8'-11" 48 13'-2" 111-101, 4x10 16'-3" 14'-6" 444 22'-4" 20'-0" H2 W:5370p1f Roof Floor 4x4 (Max. Span:) 4'-7" 4-2" 4x6 6-9" 6'4" 4x8 8-11" 8-0" 4x10 11-0" 9'40" H3 w!5570p1f Poof Floor 4x4 (Max. Span:) 3'-9" 3•-4" 4x6 5-5" 4'-10" 4x8 7'-2" 6-5" 4x10 8-10" 7'-11" 442 10-10" 9-8" 34411 LSL 14'-2" 13-5" H4 ws770p1f Roof Floor 4x4 (Max. Span:) 3'-2" 2'-10" 4x6 4'-8" 4'-2" 4x8 6'-2" 4x10 7-7" 6'-9" 4x12 94" 8'-4" 312-x9l,L LSL 10-3" 9-9" 3x1lf LSL 12-10" 12-2" H5 w:s970p1f Roof Floor 4x4 (Max. Span:) 2'-10" 2-6" 4x6 4'-2" 3-9" 4x8 5-6" 4x10 6'-9" 64" 442 84" 7-5" 3x94 LSL 9-6" 9'-O" 3441f15L 11,40" 11'-3" H6 w 15 11170 plf Roof Floor 4x10 (Max. Span:) 6-2" 5-6" 31x9- LSL 8-11" 8-5" 3xl1j LSL III-ill 10'-5" See uniform loads table on page 2 and 3 for additional spans or load conditions not specifically addressed here Oak Ave Lot 3 June 10 2009 Stud Column Capacity 2007 CBC 34" Stud Wall Nominal Size Sill/Top Plate Max. Load 6 Ft. 7 Ft. 8 Ft. Stud Height 9 Ft. 10 Ft. 12 Ft. 14 Ft. 16 Ft. 2x4 Standard 3,281 lbs 4,136 lbs 3,288 lbs N/A 2x4 Standard 6,563 lbs 8,272 lbs 6,577 lbs N/A 2x4 Standard 9,844 lbs 12,409 lbs 9,865 lbs N/A 2x4 Stud 3,281 lbs 3,401 lbs 2,890 lbs 2.413 lbs 2,010 lbs 1,683 lbs N/A 2x4 Stud 6,563 lbs 6,801 lbs 5,781 lbs 4,826 lbs 4,019 lbs 3,367 lbs N/A 2x4 Stud 9,844 lbs 10,202 lbs 8,671 lbs 7,239 lbs 6,029 lbs 5,050 lbs N/A 2x4 bF#2 3,281 lbs 4,666 lbs 3,721 lbs 2,983 lbs 2,424 lbs 1,999 lbs 1,419 lbs 1,055 lbs N/A 2x4 bF#2 6,563 lbs 9,331 lbs 7,441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A 2x4 bF#2 9,844 lbs 13,997 lbs 11,162 lbs 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9,651 lbs 7,673 lbs 6,141 lbs 4,985 lbs 4,110 lbs 2,914 lbs 2,166 lbs N/A (1) 4x4 bF#1 7,656 lbs 11,783 lbs 9,353 lbs 7,479 lbs 6,068 lbs 5,001 lbs 3,545 lbs 2,635 lbs N/A (1) 4x6 bF#1 12,031 lbs 18,252 lbs 14,565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 4x8 bF#1 15,859 lbs 23,676 lbs 19,005 lbs 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5,441 lbs N/A (1) 4x10 bF#1 20,234 lbs 29,670 lbs 23,972 lbs 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 4x12 bF#1 24,609 lbs 36,085 lbs 29,155 lbs 23,550 lbs 19,221 lbs 15,900 lbs 11,318 lbs 8,429 lbs N/A 54" Stud Wall Nominal Size Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud Height 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. 2x6 bF#2 5,156 lbs 8,683 lbs 7,653 lbs 6,669 lbs 5,035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A 2x6 bF#2 10,313 lbs 17,367 lbs 15,306 lbs 13,338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A 2x6 bF#2 15,469 lbs 26,050 lbs 22,959 lbs 20,007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 bF#1 12,031 lbs 22,097 lbs 19,379 lbs 16,821 lbs 12,641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 bF#1 18,906 lbs 24,795 lbs 22,955 lbs 20,918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 bF#1 25,781 lbs 33,812 lbs 31,303 lbs 28,525 lbs 22,941 lbs 11,804 lbs 9,728 lbs 8,136 lbs N/A (1) 6x10 bF#1 32,656 lbs 40,425 lbs 37,734 lbs 34,689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 6x12 bF#1 39,531 lbs 48,936 lbs 45,678 lbs 41,992 lbs 34,285 lbs 17,960 lbs 14,830 lbs 12,419 lbs N/A LSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft.' 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 34x34 1.3E LSL 7,656 lbs 7,444 lbs 608 lbs 5,069 lbs 3,622 lbs N/A N/A N/A N/A (1) 34x44 1.3E LsL 9,570 lbs 9,304 lbs 7,635 lbs 6,336 lbs 4,527 lbs N/A N/A N/A N/A (1) 3444 1.3E LSL 12,031 lbs 11,697 lbs 9,598 lbs 7,966 lbs 5,691 lbs 2,609 lbs 2,122 lbs 1,759 lbs N/A (1) 34x74 1.3E LSL 15,859 lbs 15,419 lbs 12,652 lbs 10,500 lbs 7,502 lbs 3,439 lbs 2,798 lbs 2,319 lbs N/A (1) 34x84 1.3E LSL 18,867 lbs 1 18,343 lbs 15,051 lbs 12,492 lbs 8,925 lbs 4,091 lbs 3,328 lbs 2,759 lbs N/A PSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 34x34 1.BE P51- 7,656 lbs 10,730 lbs 8,702 lbs 7,169 lbs 5,081 lbs N/A N/A N/A N/A (1) 34x54 1,8E PSL 11,484 lbs 16,095 lbs 13,052 lbs 10,754 lbs 7,622 lbs 3,466 lbs 2,816 lbs 2,333 lbs N/A (1) 34x7 1.8E PSL 15,313 lbs 21,460 lbs 17,403 lbs 14,339 lbs 10,162 lbs 4,621 lbs 3,755 lbs 3,110 lbs N/A (1) 5x54 1.8E PSL 17,227 lbs 44,269 lbs 38,114 lbs 32,639 lbs 24,142 lbs 11,432 lbs 9,336 lbs 7,760 lbs N/A (1) 54x7 1.8E PSL 22,969 lbs 59,026 lbs 50,818 lbs 43,519 lbs 32,189 lbs 15,243 lbs 12,448 lbs 10,347 lbs N/A (1) 7x7 1.8E PSL 30,625 lbs 100,192 lbs 92,677 lbs 84,376 lbs 67,757 lbs 34,806 lbs 28,678 lbs 23,982 lbs N/A Oak Ave Lot 3 7/9/2009 SEISMIC ANALYSIS 2007 CSC, Alt. Basic Load Comb in Seismic Loads 55 = 1.284 mm 0.484 mm 5M5 (1.00)(1.28) 1.284 5M1 = (1.52)(0.48) 0.734 5b5 = (2/3)(1.28) = 0.856 (2/3)(0.73) 0.489 Design Loading, Allowable Stress Design Base Shear p=1.0 p=1.3 Eh (p)(C5)(W) 0.132W 0.171W E (0.2)(5bs)(b) = 0.171W 0.171W Component Interconnection 0.133p(Sbs)W 0.114W 0.148W Distribution of Forces 2-Story Slab on Grade k= 1.00 Weight Height (Wx)(Hxk) Roof 26.4 psf 19.1 ft 504.24 Floor 23.4 psf 11.2 ft 262.08 766.32 Vbase 49.8 psf x 0.159 z 7.90 psf 2-5tory over Sloping Crawl Space Weight Height Roof 26.5 psf 24.1 ft 638.65 Floor 23.5 psf 14.0 ft 328.3 Floor 21.3 psf 3.0 ft 63.808 1030.8 Vbase = 71.2 psf x 0.159 = 11.30 psf 1.00 T = T 0.26 s (max.) b T5 : 0.57s b TL= 8.0s 6.5 C5 = 0.132 Eq.12.8-2 2.5 C5 1 0.294 Eq. 12.8-3/4 4.00 . C5 0.038 Eq. 12.8-5/6 2LQ au Used Eh/1.4 = 0.094W 0.122W 0.159W Ev/1.4 = 0.122W 0.122W 0.122W E/1.4 = 0.081W 0.106W % Force Force to element 66% 5.20 psf 34% 2.70 psf 7.90 psf % Force Force to element 62% 7.00 psf 32% 3.60 psf 6% 0.70 psf 11.30 psf 1= Design Category Site Class R: Cd Oak Ave Lot 3 7/9/2009 WIN[) ANALYSIS, Worst Case 2007 CBC, Alternate Basic Load Combinations Wind Speed: 85 Importance: 1.0 z9 : Exposure: B Kd : 0.85 a: Enclosure: Enclosed K: 1.0 Wind Pressures Floor Height: Floor Height: Eave Height: Roof Height (h): Width (B) Length(L): Roof Angle (0): q: 1,200 7.0 0.85 (l.3)91 (l.3)p2 P-Sf) C±) 7.20 12.50 6.17 11.47 5.34 10.64 -7.66 -2.36 -8.70 -3.40 -3.32 1.98 -9.77 -4.47 Element 11.4' Windward Walls 31.2 21.2' Windward Walls 21.2 31.2 Windward Walk 11.4' 33.1 Leeward Wall 33.1 65.0' Roof to ridge (a) 33.1' 69.0' Roof to ridge (b) 33.1' 18.40 Roof-Leeward 33.1' 11.33 (not used) (not used) Windward overhang bottoms 31.2' K&K, Qk&Q, CP 0.71 11.14 0.80 0.63 9.97 0.80 0.57 9.04 0.80 0.72 11.33 -0.40 0.72 11.33 -0.48 0.72 11.33 -0.05 0.72 11.33 -0.57 0.71 11.14 0.80 9.85 9.85 Note: (not used) P1 has internal pressure (not used) P2 has internal suction Interior Pressure 33.1 0.72 11.33 ±0.18 (2.65) (-2.65) Wind Left to Right Length Pla(plf) P1b(plf) P2a(plf) P2b(plf) 1.1 -16.8 -11.1 -16.8 -11.1 7.4' -64.2 -24.5 -25.1 14.6 0.0' 0.0 0.0 0.0 0.0 7.4 -72.1 -72.1 -33.0 -33.0 1.1' -2.2 -2.2 -2.2 -2.2 Wind Right to Left Pla(plf) P1b(plfl P2o(p1f) P2b(plf) -2.2 -2.2 -2.2 -2.2 -72.1 -72.1 -33.0 -33.0 0.0 0.0 0.0 0.0 -64.2 -24.5 -25.1 14.6 -16.8 -11.1 -16.8 -11.1 Roof Elements Left Overhang Left Sloping Flat Section Right Sloping Right Overhang Roof Totals Horiz. Vert. Pla (Left to Rt) -2.1 -147.3 Pib (Left to Rt) 12.3 -104.2 P2a (Left to Rt) -2.1 -73.1 P2b (Left to Rt) 12.3 -30.0 Pla (Rt to Left) -2.1 -147.3 P1b (Rt toLeft) 12.3 -104.2 P2a (Rt to Left) -2.1 -73.1 P2b (Rt to Left) 12.3 -30.0 Code Min. Horizontal Forces (10 psf) This section 390 plf Vertical Elements Left to Right Right to Left LenQth P1 (plf) P2 (plf) P1 (plf) P2 (plf) Left Walls-Upr 5.0' 36.0 62.5 38.3 11.8 Left Walls-Mid 9.9' 61.0 113.5 75.8 23.3 Left Walls-Lwr 11.3' 60.3 120.2 86.5 26.6 Rt Walls-Upr 5.0' 38.3 11.8 36.0 62.5 Right Walls-Mid 9.9' 75.8 23.3 61.0 113.5 Rt Walls-Lwr 11.3' 86.5 26.6 60.3 120.2 (not used) (not used) From Roof 12.3 12.3 12.3 12.3 Total Horiz. Forces 370 370 370 370 Wind Load Design Forcer (1.3)W: Left to Right: 390 plf Right to Left: 390 plf Seismic Force: E/1.4: (66.00) (7.90) : 521 plf Seismic Governs Oak Ave Lot 3 June 10 2009 Typical Shear Panel 2007 CBC IC' TYPICAL ELEMEAIr5 OF RE/5 77 YE /vfO/vfENTA I .HEAR PA NFL .:. mammammmmsma I 1111 11111 CONY .05L. TOP FL. WHERE OCCU WW R ' ...'I'_'L'_*_* iL 7 WHERE OCCU95 I OROP'O 5M OR HOR. WI [WHERE OCCURS 1. :JI ---TI P = L OA 2 FROM HEA PER OR BEAM Wr UNIFORM LOA LO OF ROOF ABOVE Ww UN/FORM LOAP OF WALL ADO YE Wf = UN/FORM LOAP OF FLOOR ABOVE Ws = UN/FORM L OA t? OF WALL .5EL F WE/6H I U = URL /FI FROM 0. 7E, W, Eli, 4, OR wW WALL ROOF c PARTITION W/EGHTS (is') '51 91 10' ROOF TRUSS SPAN 72 PIE 91 PLF 90 PIE EXTERIOR 112 PIE 126 FL F 140 FL F INTERIOR WOO!? 72 PLE 91 PL 90 PIE INTERIOR GYP, 6.4 PLF 72 PLE 9O PIE Oak Ave Lot 3 June 10 2009 Shearwall Schedule I 2007 CBC I rU7 ri 69 Some. Ti!! joist series may not be available in your region. Contact your ilevel representative for in formation. - —l3/4° 9 i__I' _ lw—lw 1i W 3A- 1 7A"11W 14° hI® 110 Joists - —2½u" 1_I _ 1w—lw 1 1- T 9W w_4_ 1° 16' hI® 210 Joists. TJI® 360 Joists - —3½° 1W 11W 'A 6" 14° 16° TJI® 560 Joists FLOOR SPAN TABLES L/480 Live Load Deflection - Depth 40 PSF Live Load 110 PSF Dead Load 40 PSF Live Load /20 PSF Dead Load 12° o.c. j 16° D.C. 19.2° o.c. 24° o.c. 12° o.c. 16" D.C. [19.2 o.c. [ 24° D.C. 110 16-11° 15-6° 14-7° 13-7° 16-11° 15-6° 14-3° 12-9° 9½" 210 17-9° 16-3° 15-4° 14-3° 17-9" 16-3" 15-4° 144 230 18-3° 16-8" 15-9° 14-8° 18-3° 16-8° 15-9° 14-8° 110. 20-2° 18-5° 17-4° 15-9" 20-2" 17-8° 16-1°" 144°'" 210 21-1° 19-3° 18-2° 16-11° 21-1' 19-3° 17-8° 15-9°" 111/,'. :;230. 21-8° 19-10° 18-8° 17-5 21-8° 19-10" 18-7° 16-74" 360 22-11° 20-11" 19-81 18-4" 2241" 1 20-11° 19-8° 17-10°" 26-1" 23-8° 22-4° 20-9° 26-1° 23-8 22-4° 20-9°" 110' 22'-lO° 20-11° 19-2' 17-2°" 22-2° 19-2" 17-6°" 15'-O°") ... 23-11' 21-10" 20-8° 18-1091) 23'41° 21-1" 19-24" 16-74" i4°. ._24-8° 22-.6.... 21-2" 19-9°" 24-8° 22-2° 20-3°" 17-6°" 23-8° jjji 20-9°" 26-0° 23-8° 22-4°" 17-10°" S56Q . Zi 25-4° 23-6° 29'-6' 26'- 10" 25-4°)1) 20-11°" 210 26-6° 24-3" 224°") 19-11°" 26-0" 22-64"0 204°" 16-74" 27-3° 24-10° 23'-6° 21-1°" 21'-3° 23-9° 214°" 17-6°" .16.. 360 28-9° 26-3° 24-8°" 21-5°" 284" 26-3°") 22-4°" 17-10°" 5 6 0 `1 32-8°1 294° 1 28-0° 25-2°" 32 '-8° 29°-B" 26-3°" 2041°" 1/360 Live Load Deflection (Minimum Criteria per Code) Denth hi® PSF Live Load /10 PSF.Dead .. o. 16°.o.c. 19.2° D.C. Load . . 24°o.C. .4Q PSF . 12°.à.c. Live Liad /20 PSF Dead .16°.oc. 19.2°:a.C. Load 24° O.C. 110 189 172 158 140 181 158 143 129 91z" '210 . 19-8° 18-0° 17-0° 15-4° 19-81 17-2" 15-8° 14-0" 20-3° 18-6" 17-5° 16-2° 20°-3" 18-1° 16-6" 14-9° 110 223 194 178 159" 205 178 1610) 14-4-11) 210 23'-4" 212 19'-4' 173" -4 22 19'-4' 178 159" 11½". 230. 24-0° 21-11" 20-5° 18-3° 23°-i" 20-5° 18-7° 16-7°" 360. 25-4° 23-2° 21-10° 2044" 25°4' 23'-2°' 2l'-10°' 17404" 560 28-10° 26-3° 24-9' 23-0° 28°40' 26°-3° 24°-9" W-11"(1) A 24-4° 21-0° 19-2° 17-2°" 22-2° 19-2° 17°-6°(1) 15-0°" 10: 26'6° 23'4" 21-1° 181401" 244° 21-1° 19'211) 16-7°" .230, 27-3° 24-4° 22-2° 19-10°" 25°-8" 22-2° 20-311) 17-69" 360 28-9° 26-3' 24-9"" 21-5°" 28°-B" 26°-3"' 22-4°" 17-10°" 560 328 299 280 252 0 32 8 29 9 X.3"(1) (') 2011" 21.0' 28-6° 24-8° 2244" 19-11')') 26-0° 224°" 204" 164°" -230 30-1° 26-0° 23-9° 21'-1°" 21'-5° 23-9° 21-811" 17-6°") .16. t . i360.. 31-10" 29-0" 26-10°" 21-591) 31°-10" 26°-lO°' -4" 22 17'-10°" 560 36-1" 32-11° 31-0°" 25-241) 36°-I" 31'_6°W 26-34" 20-11°" (1 Web stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is less than 51/4' nd the span on either side of the intermediate bearing is greater than the following spans: PSF Live Load/ 10 PSF Dead Load PSF.Live Load 120 PSF Dead Load .:40 12°'.o.c.. 16" o.c. 19.2" D.C. .:24°0.6. . '.12'o.C.' :16"o.C. 19.2" o.c. 24° o.c. 110 ' N.A. N.A. N.A. 15-4" N.A. N.A. 16-0° 12-9° 210. N.A. N.A. 21-4' 17-0° N.A. 21-4° 17-9° 14-2° 230 N.A. N.A. N.A. 19-2° NA. N.A. 19-11" 15-11° 360: N.A. N.A. 24-5° 19-6" NA. 24-5" 20-4° 16-3' 560 N.A. NA. 29-10° 23-10° NA. 29-10' 24-10° 19-10" Long-term deflection under dead load, which includes the effect of creep, has not been considered. Bold italic spans reflect initial dead load deflection exceeding 0.33". General Notes Tables are based on: - Uniform loads. - More restrictive of simple or continuous span. - Clear distance between supports 04' minimum end bearing). Assumed composite action with a single layer of 24' on-center span-rated, glue-nailed floor panels for deflection only. Spans shall be reduced 6" when floor panels are nailed only. Spans generated from iLevel® software may exceed the spans shown in these tables because software reflects actual design conditions. For loading conditions not shown, refer to software or to the load table on page 5. How to Use These Tables Determine the appropriate live load deflection criteria. Identify the live and dead load condition. Select on-center spacing. Scan down the column until you meet or exceed the span of your application. 5. Select hI® joist and depth. Live load deflectioh is not the only factor -, that affects hdw a,floor will perform. . - To more accurately p/edict floor performance, our TI-Pro""" Ratings. A iLevel Trus Joist" TJl° Joist Specifier's Guide TJ-4000 February 2009 T T' ED= -@ uo [0= FIRST FLOOR FRAMING PLAN SECOND FLOOR FRAMING PLAN - I 1 1 rROOF PLAN T C§TAIRWELL FRAMING PLAN Oak Ave Lot 3 08/31/09 ROOF DECK FRAMING, Lot 3 Ll Typical Roof Framing: Factory Trusses @ 24" 0/c 2007 CBC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24' o/c, see calcs pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS Grid line Uniform load Header (see pg. 4) (roof) (wall) (floor) (misc.) 1 (7)(52) +10 = 374 plf 4x8 E (1)(52) +(3)(14) +10 = 104 plf Hi 4 (21)(52) . +10 = 1,102 plf 440 5 (10.5)(52) +10 = 556 plf H3 (1)(52) +(3)(14) +10 104 plf Hi Joist 1 Span = 20.5 S Upper beck Joists (roof) (wall) (floor) (misc.) wi (1.33)(54) +20 92 plf Ri (Critical RI / 1.00 LbF = 941 lbs) Ri (max.) = 941 lbs R2 (Critical R2 / 1.00 LbF = 941 lbs) R2 (max.) = 941 lbs Moment (Critical M / 1.00 LbF = 4,823#ft) Moment (max.) = 4,823#ft 1'x16 LSL beflection (ALL = L/1,043) 243/I 0.41 L/604 RB-2 Span 5.0 ' Header (roof) (wall) (floor) (misc.) wi (1)(55) +10 65 plf llllllllllllllllllllllllH P1 (x3.9) (9/2x26/2)(38) + 20 [Girder Truss] 2,243 lbs IRl IR2 lX K Ri (Critical Ri / 1.25 LbF: 525 lbs) RI (max.) = 656 lbs R2 (Critical R2 / 1.25 LbF = 1,530 lbs) R2 (max.) = 1,912 lbs Moment (Critical M / 1.25 LbF = 1,651#ft) Moment (max.) = 2,064#ft 4x8 beflection (&L = L/2,762) 5/I 0.04' L/1,473 RB-3 Span = 19.0 Roof beck Beam (roof) (wall) (floor)' (misc.) wi (20/2+14/2)(55) +20 955 plf Ri (Critical Ri / 1.00 LbF = 9,073 lbs) RI (max.) = 9,073 lbs R2 (Critical R2 / 1.00 LbF = 9,073 lbs) R2 (max.) = 9,073 lbs Moment (Critical M / 1.00 LbF = 43,094#f t) Moment (max.) = 43,094#ft 4x beflection (ALL = L/584) 1,400/I 0.55 L/415 Oak Ave Lot 3 08/31/09 123 Typical Floor Framing: 14" I Joists at 16" / 19.2" 0/c 2007 CBC, Basic Load Combinations,,,,) See plans & calcs pg. 4 for options TYPICAL BEAMS & HEAbErS AT OPENINGS Grid line Uniform load Header (See pg. 4) (roof deck) (wall) (floor/deck) (misc.) A (2)(14) + (21/2)(60) +20 = 678 plf H4 b (1)(52) +(10) +(1)(52) +20 = 264 plf H2 E (1)(52) +(10) +(1)(52) +20 = 264 plf H2 1 (7)(52) +(10)(14) +(7)(52) .+20 888 plf H5 2 (2) +(1)(60) +20 108 plf Hi 4 (21)(52) +(10)(14) +(11)(52) +20 1,824 plf no openings (10.5)(52) +(2) + (10.5)(60) +20 1,224 plf See pg. 2 FB-1 Span 10.0' Grid C abv Entry (roof) (wall) (floor) (misc.) wi (1)(52) +(10)(14) + (18/2)(60) +20 752 plf llllllllllllllllllllllllU TR1 TR2 Ri (Critical Ri / 1.00 LbF = 3,560 lbs) Ri (max.) = 3,560 lbs R2 (Critical R2 / 1.00 LbF = 3,560 lbs) R2 (max.) = 3,560 lbs Moment: (Critical M / 1.00 LbF: 8,900#f t) Moment (max.) = 8,900#ft 3 2x S beflection (ALL L/1,779) 107/I 0.13 : L/899 - FB-2 Span: 10.0' Grid B mid level over Kitchen (roof) (wall) (floor) (misc.) wi : (37/2)(60) +20 1,130 plf Ill Ill Ill Ill Ill 111111111 U TR1 IR2 (Critical Ri / 1.00 LbF: 5,650 lbs) Ri (max.) = 5,650 lbs R2: (Critical R2 / 1.00 LbF: 5,650 lbs) R2 (max.) : 5,650 lbs Moment: (Critical M / 1.00 LbF: 14,125#f t) Moment (max.) = 14,125#ft .j4X.ij i .&8 PSL beflection: (LLL: L/1,056) 127/I: 0.17 : L/692 FB-3 Span: 12.5' Grid B mid level over Kitchen (roof) (wall) (floor) (misc.) wi (37/2)(60) +20 : 1,130 plf llllllllllllllllll!lI!llH IRl IR2 (Critical Ri / 1.00 LbF: 7,063 Ibi) Ri (max.) = 7,063 lbs R2: (Critical R2 / 1.00 LbF: 7,063 lbs) R2 (max.) : 7,063 lbs Moment: (Critical M / 1.00 LbF: 22,070#ft) Moment (max.) : 22,070#ft j 11-z S beflection: (LLL: L/541) 310/I: 0.42 L/354 FLOOR FRAMING, Lot 3 Oak Ave Lot 3 FLOOR FRAMING, Lot 3 (Continued) 07/09/09 FB-4 Span: 14.5 Grid B Mid Level over Master (roof) (wall) (floor) (misc.) wi : (25/2)(60) +20 770 plf lllllllllllllllllllllll! IRl IR2 Ri: (Critical Ri / 1.00 LbF: 5,583 lbs) RI (max.) : 5,583 lbs R2: (Critical R2 / 1.00 LDF: 5,583 lbs) R2 (max.) : 5,583 lbs Moment: (Critical M / 1.00 LbF: 20,237#f t) Moment (max.) = 20,237#ft 4x.L.IB S Deflection: (iLL: L/513) 383/I: 0.52 L/333 FB-5 Span: 20.9' Above Great Room--Supports Closet above (roof) (wall) (floor) (misc.) wi (4)(38) +(7)(14) +(1.2)(52) +20 332 plf 1111 1111 IllIllIllIllIlIlO TR1 IR2 RI : (Critical Ri / 1.00 LbF: 2,638 lbs) Ri (max.) : 3,460 lbs R2 (Critical R2 / 1.00 LbF: 2,638 lbs) R2 (max.) : 3,460 lbs Moment (Critical M / 1.00 LbF: 13,781#f t) Moment (max.) : 18,076#ft 3-146 LSL Deflection: (ALL : L/1,091) 860/I: 0.72 = L/348 FB-6 Span: 10.5' Above Garage 2 at Grid B (roof) (wall) (floor) (misc.) .wl (X7): (9.7)(8) + (37/2+2)(60) +20 : 1,328 plf P Wi e w2 (x7) 20 : 20 plf P1 (x:7): 5582.5 [Reaction From FB-4 Above] : 5,583 lbs IRl IR2 lX .1' RI : (Critical RI / 1.00 LDF: 8,068 lbs) RI (max.) : 8,068 lbs R2: (Critical R2 / 1.00 LbF: 6,878 lbs) R2 (max.) = 6,878 lbs Moment; (Critical M / 1.00 LDF: 24,515#f t) Moment (max.) z 24,515#ft 5.X'X14 PSL beflection: (ELL: L/1,016) 237/I: 0.20 : L/639 FB-7 Span: 10.5 Above Garage 1 (roof) (wall) (floor) (misc.) wl (9.7)(8) + (17/2)(60) +20 : 608 plf 111111111 III IRl TR2 RI : (Critical RI / 1.00 LbF: 3,190 lbs) RI (max.) = 3,190 lbs R2: (Critical R2 / 1.00 LbF: 3,190 lbs) R2 (max.) : 3,190 lbs Moment: (Critical M / 1.00 LDF: 8,373#ft) Moment (max.) = 8,373#ft 3 44 LVL beflection: (LLL: L/1,030) 87/I: 0.22 : . 1-/577 Oak Ave Lot 3 07/09/09 FLOOR FRAMING, Lot 3 (Continued). 14 FB-8 Span: 16.2' Garage boor Header (roof) (wall) (floor) (misc.) wi (10)(14) + (21/2+1)(60) +50 880 plf IlIIlllllllllIllIlllllllll IRl IR2 Ri : (Critical Ri / 1.00 LbF: 7,128 lbs) Ri (max.) = 7,128 lbs (Critical R2 / 1.00 LbF: 7,128 lbs) R2 (max.) = 7,128 lbs Moment: (Critical M / 1.00 LbF: 28,868#ft) Moment (max.) : 28,868#ft 3-2&X16 PSL beflection: (tLL: L/652) 682/I: 0.57 : L/341 F-9 Span = 8.0' Opening in 4 car garage near grid 3 (roof) (wall) (floor) (misc.) wi : (41/2)(52) +20 ' : 1,086 plf illllllllllllllllllllill IRl IR2 Ri: (Critical Ri / 1.00 LbF: 4,344 lbs) Ri (max.) = 4,344 lbs R2: (Critical R2 / 1.00 LbF: 4,344 lbs) R2 (max.) : 4,344 lbs Moment: (Critical M / 1.00 LbF: 8,688#f t) Moment (max.) : 8,688#ft ,j beflection: (ALL= L/931) 67/I: 0.14 : L/703 FB-10 Span : 9.0' Crawl Space Grid 4 (roof) (wall) (floor) (misc.) (4)(38) +'(20)(14) . (20/2+8/2+20/2)(52) + 20 : 1,700 plf illllllllllllllll 1111111 IRl IR2 Ri: (Critical Ri / 1.00 LbF: 7,290 lbs) Ri (max.) : 7,290 lbs R2: (Critical R2 / 1.00 LbFz 7,290 lbs) R2 (max.) : 7,290 lbs Moment,: (Critical M / 1.00 LbF: 16,402#ft) Moment (max.) : 16,402#ft 3x14 PSL beflection: (&L: L/1,220) 120/I: 0.15 : L/723 FB-11 Span: 14.0' & 4.0' Cantilever Crawl Space Grid 2 (roof) (wall) (floor) (misc.) 'wl : (35/2+35/2)(52) +20 : 1,840 plf l3-P4 P1 P2 Illllllllllllllllllllllllll IRl R21 A x w(cantilever): 20 : 1,840 plf ' (Critical Ri / 1.00 LbF: 21,291 lbs) Ri (max.): 21,291 lbs R2: (Critical R2 / 1.00 LbF: 11,829 lbs) R2 (max.) : 11,829 lbs Moment: (Critical M / 1.00 LbF: 38,020#ft) Moment (max.) : 38,020#ft 5-148 beflection: (ALL: L/880) 640/I: 0.25 : L/669 Cantilever Deflection : (LLL: 2L/734) -439/I: -0.17" : 2L/558 Oak Ave Lot 3 LATERAL DISTRIBUTION-SEISMIC, Lot 3 Grid Line 2-Story/Crawl Space (RIGHT) Roof Mid Lower Area Floor Floor (7.0 psf) (3.6 psf) (0.7 psf) 2-5tory ( LEFT) Roof Floor Area Area (5.2 psf) (2.7 psf) UPPER LEVEL C 768 144 E 728 1 144 2 496 3 - 754 4 320 MIb A 312 B 962 C 704 416 b 144 E 854 1 175 2 495 426 3 672 962 4 320 5 518 LOWER A 546 B 962 C 704 416 b 150 E 854 1 150 2 . 470 407 3 656 962 4 320 5 518 7/9/200S 15 Load From Total Above Force (lbs) (Ibs) 5,376 1,008 5,096 2,257 3,265 3,472 Collected at 1&3 1,215 6,493 2,240 200 1,822 200 5,201 5,576 10,272 1,008 1,526 5,096 8,169 3,265 3,895 3,993 6,493 13,912 2,240 3,392 2,693 1,822 3,297 5,201 7,800 10,272 11,888 1,526 1,631 8,169 8,766 3,895 3,999 3,993 5,421 13,912 16,970 3,392 3,615 2,693 4,092 - - - - - - - - - - - - - ko N,) 0 0 SHEARWALL ANALYSIS -.SEISMIC Grid Shear Wall Net Wall Wall Wall Pier WALL 0.1. Resisting Elements (plf) End (O.9-O.12)x Uplift Holdown Line Force (Ibs) Lengths (feet) Length (feet) Shear Height (plf) (feet) H/B Ratio H/B Ratio TYPE Moment (#-FT) Self Wt. Roof Walls Floor Above I Abovel Above Loads (Ibs) Resisting from Uplift Moment Above (plf) Uplift Hardware (Ibs) (Simpson or Eq.) UPPER LEVEL - - C 5,376 20.8 20.8 258 10 0.5 5 53,760 140 288 72,031 (878) none b E 1,008 5,096 12 1-1 14.8 17.8 2 4.6 19.6 . 217 260 10 10 0.8 0.7 3.4 2.0 5 5 10,080 21,790 140 1 140 72 288 11,875 36.468 (150) none (992) none 1 3,265 25 2.3 11.7 278 10 0.4 2.5 6 32,648 140 72 280 56,989 (974) none 3 6,493 16 10.8 26.8 242 10 0.9 5 26,167 98 36 200 7,760 1,704 C516 at 10.8' wall 4 2,240 16 8.5 263 10 0.6 2.5 6 22,400 140 72 280 24,597 (137) none Z MID . . A 1,822 20.6 2.3 5.5 333 9.8 0.5 3.3 6 17,854 140 198 28 280 64,905 (2,284) none B 5,201 15.2 15.2 342 9.8 0.6 6 50,967 140 252 140 690 55,973 (329) none C D 10,272 1,526 28 17 1,1 28.0 7.5 367 205 9.8 10 0.4 0.6 3.4 7 5 100,663 15,262 98 140 288 72 112 140 151,878 39,572 (1,829) none (1,430). none tJ E 8,169 16 2.3 18 2.3 16.7 488 10 0.6 2.5 7 37,135 140 144 140 24 320 48,597 (716) none (f 1 2 3,895 3,993 16.8 2.3 24 10 9.2 34.0 426 117 10 9.8 0.6 1.0 2.5 7 5 38,945 1 11,509 140 98 72 140 70 96 204 320 53,369 14,471 (859) none (296) none 3 13,912 11 24 35.0 397 9.8 0.9 7 42,849 98 36 140 24 14,027 2,620 MSTC52 @ 11' wall 4 3,392 16 8.5 397 10 0.6 2.5 7 33,915 140 72 140 132 320 52,182 (1,142) none (f 5 2,693 18.5 2 11.4 236 9.8 0.5 2.0 5 26,388 140 36 28 27,160. (42) none Zt LOWER A 3,297 2.8 3.9 3.9 . 10.0 329 7.1 2.5 7 9,122 133 108 154 24 280 3,329 1,485 HTT16 B ..7,800 8 9.6 17.6 1 443 9.5 1.2 7 33,681 1 84 28 24 200 4,631 3,631 HTT4 C b 11,888 1,631 31 17 31.0 17.0 383 96 9.5 3 0.3 0.2 7 5 112,937 4,893 84 28 288 72 196 224 48 230,279 36,424 (3,785) none (1,855) none . 2 5,421 20 20.0 271 9.5 0.5 6 51,503 133 36 154 120 68,931 (871) none 3 16,970 11 31 4 2. 0 404 9.5 0.9 7 42,223 133 84 10,214 2,620 5,530 HDU8 orHDQB - 5 4,092 16 - 16.0 256 9.5 0.6 5 38,876 133 36 154 120 44,116 (327) none Footnotes: (1) Net Length reduced-Force Transfer Around Opening(s) (2) Net Length reduced-Perforated Shearwoll (3) Net Length reduced-H/B between 2:1 and 3:1 Comments: . 0' Retained Height = 5.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. [Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 380.0 lbs Axial Live Load = 320.0 lbs - Axial Load Eccentricity = 0.0 in [*Design Summary Wall Stability Ratios Overturning = 2.93 OK Slab Resists All Sliding Total Bearing Load = 1,756 lbs resultant ecc. 4.34 in Soil Pressure @ Toe = 191 psf OK Soil Pressure © Heel = 813 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 221 psf ACI Factored @ Heel = 941 psf Footing Shear @ Toe = 9.2 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 82.2 psi Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force 700.0 lbs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 42.0 psf/ft Toe Active Pressure = 42.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingilSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in [teral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft Height to Bottom 0.00 ft To specify your own Title : 5.0 ft Retaining -• PT slab Page: special title block here, Job # : ...New... Dsgnr: Date: AUG 21,2009 use the "Settings" screen Description.... A and enter your title block information. This i Wall n File: t:\engineering\retwallpro docsoak ave lot Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design Code: 113C 2006 Registration #: RP-1121555 2007013 Load Factors Building Code IBC 2006 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 [Footing Dimensions & Strengths ] Toe Width = 3.00 ft Heel Width 0.50 Total Footing Width = 3.50 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover © Top = 2.00 in © Btm. 2.50 in [Adjacent Footing Load 1 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 LStem Construction I Top Stem Stern OK Design Height Above Ftc ft= 0.00 Wall Material Above Ht = Concrete Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.575 Total Force © Section lbs = 840.0 Moment .... Actual ft-# = 1,400.0 Moment ..... Allowable, = 2,434.5 Shear.....Actual psi= 23.3 Shear.....Allowable psi = 67.1 Wall Weight = 75.0 Rebar Depth 'd' in= 3.00 LAP SPLICE IF ABOVE in= 20.93 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 6.00 Masonry Data fm psi= Fs psi= Solid Grouting = - Use Full Stresses = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Masonry Design Method = ASD Concrete Data ft psi = 2,000.0 Fy psi = 60000.0 To specify your own Title : 5.0 ft Retaining - PT slab Page: _ special title block here, Job # : ...New... Dsgnr: Date: AUG 21,2009 ) use the 'Settings" screen Description.... and enter your title block information. i This Wall n File: t:engineerung\retwallpro docs\oak ave lot Retain Pro 2007 16-Apr-2008, (c) 1989-2008 www.retalnpro.com!supportfor latest release Cantilevered Retaining Walt Design .• Code: IBC 2006 Registration #: RP-1121555 2007013 I Footing Design Results I Toe Heel Factored Pressure = 221 941 psf Mu': Upward = 1.920 0 ft-# Mu': Downward 675 0 ft-# Mu: Design 1,245 0ft-# Actual 1-Way Shear = 9.19 0.00 psi Allow 1-Way Shear = 82.16 0.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = #4 @ 12.00 in Toe: Not req'd, Mu <S * Fr Heel Reinforcing = None Specd Heel: Not req'd, Mu <S * Fr Key Reinforcing = None Spec'd Key: No key defined I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 714.6 1.94 1,389.5 Soil Over Heel = 3.50 Toe Active Pressure = -14.6 0.28 -4.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 380.0 3.25 1,235.0 Load © Stem Above Soil = Soil Over Toe - Surcharge Over Toe = Stem Weight(s) 450.0 3.25 - 1,462.5 Earth © Stem Transitions= Total = 700.0 O.T.M. = 1,385.4 Footing Weighl = 437.5 1.75 765.6 Resisting/Overturning Ratio = 2.93 Key Weight =.. Vertical Loads used for Soil Pressure = 1,756.3 lbs Vert. Component = 168.8 3.50 590.6 Total = 4,053.8 1,436.3 ' lbs R.M.= Vertical component of active pressure used for soil pressure DESIGNER NOTES: To specify your own special title block here, use the "Settings" screen and enter your title block information Title : Restrained Wall--PT & Cony, fig Job # Lot 3 Dsgnr: Description.... Page: • Date: AUG 24,2009 ,) This Wall in File: t:engineering\retwallpro docsoak ave lot Retain Pro 2007 16-Apr-2008, (c) 1989-2008 www.retainpro.cornlsupport for latest release Restrained Retaining Wall Design Code: 1997 UBC Registration #: RP-1121555 2007013 Footing Strengths & Dimensions Toe Width = 1.25 ft Heel Width = 0.75 Total Footing Widft = 2.00 Footing Thickness = 18.00 in Key Width = 000 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 155.00 pcf Mm. As % = 0.0018 Criteria 1 Retained Height = 6.50 ft Wall height above soil = 0.50 ft Total Wall Height = 7.00 ft Top Support Height = 7.00 ft Slope Behind Wal = 0.00: Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. [urcharge Loads Surcharge Over Heel = 0.0 psf -Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [Axial Load Applied to Stem Axial Dead Load = 380.0 lbs Axial Live Load = 320.0 lbs Axial Load Eccentricity = 0.0 in [Soil Data Allow Soil Bearing = 2000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 62.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 440.0 psf/ft Soil Density = 110.00 pcf FootingSoil Frictior = 0.300 Soil height to ignore for passive pressure = 0.00 in Uniform Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft Height to Bottorr 0.00 ft Cover © Top = 2.00 in © Btrn.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 [Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load F,/WWeight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary II Concrete Stem Construction Total Bearing Load = 1,971 lbs Thickness = 6.00 in Fy = 60,000 psi ...resultant ecc. 3.26 in Wall Weight = 77.5 psf. fc = 3,000 psi Soil Pressure © Toe = 1,789 psf OK Soil Pressure @ Heel = 182 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,263 psf ACI Factored © Heel = 230 psf Footing Shear © Toe = 9.7 psi OK Footing Shear © Heel = 1.8 psi OK Allowable = 67.1 psi = 0.000 0.338 = 0.0 ft-# 851.7 ft-# = 2,523.0 ft-# 2,523.0 ft-# Shear Force © this height = 367.8 lbs Shear.....Actual = 10.22 psi Shear.....Allowable = 82.16 psi Load Factors _______________________________ Rebar Lap Required 17.09 in 17.09 in Building Code UBC 1997 Hooked embedment into footing Dead Load 1.200 Other Acceptable Sizes & Spacings: Live Load 1.600 Toe: #4 @ 12.00 in -or- Not req'd, Mu <S * Fr Earth,H 1.600 Heel: None Spec'd -or- Not req'd, Mu <5 * Fr Wind, W 1.600 Key: No key defined -or- No key defined Seismic, E 1.000 Reaction at Top = 229.9 lbs Reaction at Bottom = 1,754.1 lbs Sliding Calcs Slab Resists All Sliding Lateral Sliding Force = 1,754.1 lbs OLILI is r[Ar-LJ LO Lop of IUULIII9 Design Height Above Ftc Rebar Size Rebar Spacing Rebar Placed at Rebar Depth d' Design Data fb/FB + fa/Fa Mu .... Actual Mn * Phi.....Allowable Mmax Between @ Top Support Top & Base © Base of Wall Stem OK Stem OK Stem OK = 7.00 ft 3.77 ft 0.00 ft = #4 #4 #4 = 12.00 in 12.00 in 12.00 in = Center Center Center = 3.00 in 3.00 in 3.00 in 0.779 1,965.6 ft-# 2,523.0 ft-# 1,727.8 lbs 47.99 psi 82.16 psi = 9.39 in To specify your own Title : Restrained Wall--PT & Cony. ftg Page: ______ special title block here, Job # : Lot 3 Dsgnr: pate: AUG 24.200/ use the "settings" screen Description.... and enter your title block information. This i Wall n File: t:engineering\retwailpro docs\oak ave lot Retain Pro 2007 16-Apr.2008, (c) 1989-2008 www.retalnpro.com/support for latest release Restrained Retaining Wall Design Code: 1997 UBC Registration #: RP-1121555 2007013 [Footing Design Results Toe fleel Factored Pressure = 2,263 230 psf Mu': Upward = 1,699 25 ft-# Mu': Downward = 264 114 ft-# Mu: Design = 1,435 89 ft-# Actual 1-Way Shear = 9.69 1.78 psi Allow 1-Way Shear = 67.08 67.08 psi Lmmary of Forces on Footing: Slab RESISTS sliding, stem is FIXED at footing I Forces acting on footing for soil pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Caics Moment © Top of Footing Applied from Stem = -1,228.5 ft-# Surcharge Over Heel = lbs ft ft-# Adjacent Footing Load = lbs ft ft-# Axial Dead Load on Stem = 700.0 lbs 1.50 ft 1,050.0 ff4 Soil Over Toe = lbs ft ft4 Surcharge Over Toe = lbs ft ft4 Stem Weight = 542.5 lbs 1.50 ft 813.8ft4 Soil Over Heel = 178.8 lbs 1.88 ft 335.2ft4 Footing Weight = 465.0 lbs 1.00 ft - 465.0 ff4 Total Vertical Force = 1,971.0 lbs Base Moment = 1,435.4 ft-# Soil Pressure Resulting Moment = 535.t4 DESIGNER NOTES: PCRO9118 1208 OAKAV SPECHOME-REPLACE ROOF WIROOF CC err , ciocol AC.P /CO9//0 Approved Da '1 ( O ( (J- 'c- '- Forms/Fees sent Recd Due? fl Fire FOG If N 4 S c ___________ N N N HazMa/APCD If Health ______ ______If If PFF .P E & M ___________ School -If N Sewer •• N 5tormwater V N I 10c, S Date Date - Comments Date Building S Planning Engineering- Fire Need? S Application Complete? By V N - S Fees Complete? - () N By, - - Building c:r / I Jci..____ Planning Engineering ' /10/09 Fire HazMat APCD Health \ J2 U / INCORPORATED 1962 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-03-2009 Plan Check Revision Permit No:PCR09147 Building Inspection Request Line (760) 602-2725 Job Address: 1208 OAK AV CBAD Permit Type: PCR Status: ISSUED Parcel No: 1561804900 Lot #: 0 Applied: 10/29/2009 Valuation: $0.00 Construction Type: NEW Entered By: LSM Reference #: Plan Approved: 11/03/2009 PC #: Issued: 11/03/2009 Project Title: BUSBY RES-FRAMING UPDATES Inspect Area: FOR WINDOWS & CHASE ADDITIONS Applicant: Owner: CHARLIE WILSON BUSBY FAMILY TRUST 10-26-01 ( / ' 1821 5 COAST HWY ..._- 212OK • AVE1 OCEANSIDE 92054 c CARLSBADCA 92008 7605806616 Z;r Plan Check Additional Fee,,/Z" / Total Fees: $60O0..i-Total Payments To Date: $60.00 Balance Due: $0.00 FINAL APPROVAL Inspector: 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 "tees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad 'A 0'1 BUILDING DEPARTMENT 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-7541/ Fax: 7606028558 Plan Check Comments / 2007 Codes To: (0p k &Le: Steve Rorossay Fax:. —760 , 71 Pages: :• Please make corrections referred to below and run TWO new prints . I f red marks are on plans as a part of this Plan Check response please return red marked s e t w i t h t h e n e w p r i n t s . This is a BUILDING REVIEW ONLY. Comments or approval do not a p p l y t o a n y o t h e r C i t y department review. For information on the status of approval from other d e p a r t m e n t s p l e a s e contact staff @760-602-2717/ 2718/2719. 40 4-k 1'V VJ5 7o )Oseck CL —\- $o 13 - f.o Dec 0209 10:08a Paul Longton, Architect 760-722-4903 p.1 PAUL LONGTON, ARCHITECT AlA 2909 Mesa Drive Oceanside, California 92054 FAX COVER SHEET DATE: 12/2/2009 TIME: 9:25 AM TO: Steve Borossay PHONE: (760) 602-7541 City of Carlsharl FAX: (760) 602.8558 FROM: Paul Longton PHONE (760) 722-4904 FAX: (760) 722-4903 RE: CB09-1160, 1208 and 1210 Oak Ave Number of pages including cover sheet: I Message Hi Steve, I received your fax and phone message regarding the plan check comments for the Oak Ave residence. I will slip sheet the Post Tension plans to the sets. . Regarding the perforated shear wall update on Sheet S3 on Line B - I assume this is for the two windows we added to the stairwell. Before I contacted the structural engineer I checked Sheets S4 and S5 and both of those have the reference to the perforated shear wall (and Delta 4). Does this address your question or should I be looking for something else? Thanks for your time, S Paul Longton - r APJ'ROVED SWANSON & ASSOCIATES 17055 Via Del Campo SUITE 100 SAN DlEGO'2 20) 487.7600 I 010 City of CARLSBAD BUILDING DEPT. I I 1 cl I I • I DWN. YPERFORATEC r SHEAR ENT ABOVE & BE I ( E.N. AROUND ,- FULL'DEPfl RIDGE BLOCKING - DESCRIPTION DATE DESCRIPTION DATE REVISIONS f ITEM NO CLIENT' Mutual Partners • ITEM TITLE - PROJECT' 2007- ATTN TO, Charlie Wilson - Window @ Stairs . Oak Ave Lot 3 -o—(760) 580-6616 OATE' 10/27/2009 SHEET - •. Second Floor Framing I M-15 S3 '13 3 ' Iktc U).tPo (r.J 5. TrI(u, cjlg,*E 5iYE44- ~Do€/?IZJC Q l7C 5f23, 4161CI - __Vx '—: •0qv 11 1W I SWANSON & ASSOCIATES 17055 Via Del Campo SUITE 100 SAN DIEGO, CA 92127 (858) 487-7600 I u.o - OPENING II SHEAR ENTIRE WALL INCLUDING ABOVE & BELOW OPENING. E.N. AROUND OPENING, 12.0'-3.0'y 2.O'-3.O, FOR ADDITIONAL 88 (4) 2x12 STAIR STIFFNESS ONLY STRINGERS, TYP.—. R ) BALLOON FRAME WALLS 0 STAIR TOWER W/DBL. I, 20 STUDS 0 16' 0/c I TYP. (3) SIDES )F DECK 7.3'-30' WINDOW PERFORATED SHEARWALL ' SHEAR ENTIRE WALL SURFACE INCLUDING ABOVE & BELOW OPENING. E.N. AROUND OPENING, SEE DETAIL mme MEN 11A 0 "1 .. -- 4 lI -III 40 (4) 2x12 STAIR STRINGERS, TYP. FOR ADDITIONAL (.0 STIFFNESS ONLY 7.O'-3.O' WINDOW SHEAR ENTIRE WALL REVISIONS CLIENT' Mutual Partners ATTN TO, Charlie Wilson pio , (760) 580-6616 FM' - £29 I ITEM NO. ITEMTITLE PROJECT 2007- Oak Ave Lot 3 Window @ Stairs DATE, 1OI27/2OJ 09 SHUT Roof Framing Plan N.T.S. I Ictci LJ(riQo.. :ti StL idS'Qc( OtVC- ,~c -23 20.8'- 9.5' OPENING I I 6 SWANSON & ASSOCIATES 17055 Via Del Campo SUITE 100 SAN DIEGO, CA 92127 (858) 487-7600 I - I SHEAR ENTIRE WALL INCLUDING ABOVE & BELOW OP E.N. AROUND OPENING, 12.0'-3.0' FOR ADDITIONAL (4) 2x12 STAIR STIFFNESS ONLY STRINGERS, TYP.- 40 ___ DII WALLS W/DBL. F71DVIN itiP \L° 16" 0/c E 2 B L (I ONLY 4x411 -I 1 1 , 4x4 _I t.- -- STRINGERS, TYP FOR ADDITION co (4) 2x12 STAIR - - - 1 57 AL STIFFNESS SsIONAL 7.O'-3.O' WINDOW -(SHEAR ENTIRE WALL Ilk - C. 7Ar REVISIONS i uc,.d%,r,,IJr, I - I UAIt ITEM NO. CUENT' Mutual Partners ITEM TITLE PROJECT' 2007 ATTN TO' Charlie Wilson OAK AVE. Lot 3 PHONE' (760) 580-6616 GRID LINE C SHEARWALL #1 DATE' 10/1512009 I SHEET FAX, - I 1OF1 __________________ SCALE' N.T.S. I sq ç - S s EN I SWANSON & ASSOCIATES 17055 Via Del Campo SUITE 100 SAN DIEGO, CA 92127 (858) 487-7600 I FOR ADDITIONAL 16.0' 5 STIFFNESS ONLY 7.0'-3.0' WINDOW _S) SHEAR ENTIRE WALL I I ç,O 54 I -- I C, ( 2x CONT. SO BLOCKING FC LENGTH OF (HIGH POINT) 9.5' -- WINDOW RECREATION ROOM 117\ , 40 REVISIONS I ''' I I :--j U?il ITEM NO. cuzui. Mutual Partners I ITEM TITLE PROJECT' 2007- ATTN To,OAK AVE. Lot 3 Charlie Wilson I (760) 580-6616 I GRID LINE C SHEARWALL #2 DATE, 10/15/2009 I SHEET FAV - I sc' N.T.S. f' SHEARWALL ANALYSIS- SEISMIC Grid Shear Well [ Net Wall Wall Wall Pier WALL O.T. ReeletirElemenle(p11) End (0.9-0.12) Uplift Holdown I Line Force Lengths l, Length Shear Heigit HA H/B TYPE Moment 5e11 Roof Walle Floor Loads Resisting from Uplift Uplift Hardwcr'e I 1(feet) I(SinjmnorEq.)J (Ibe) (feet) (pH) (feet) Retia Ratio (if-Fl) WI. Above Above #tbove (Ibs) Monietal Above (plf) (lbs) - - 5.376 9.5 5 3) 171 314 9.4 2.7 7 14,771 140 54 56 280 3,520 2,250 (2)CsL66(4)MsTC 12 '-' p 4.6 217 10 0.0 IA 5 10,080 140 72 11,875 (ISO) none E 5,096 14.8 16.5' 16.4 1 1.7 277 10 03 2.0 6 23.257 32,648 140 288 . 140 72 280 36.468 (893) none F 3,265 25'' 270 10 0.4 2.5 6 56,989 (974) none 6.493 16 - 10.8 26.8 242 10 0.9 5 26,167 98 36 200 7.760 8,704 CS160 108' wall 4 2,240 6 24,597 (137) none Z 16" - 6.5 263 10 0.6 2.5 22,400 140 72 280 1,822 20.6" 0.5 3.3 617.95-4 140198 28 280 64.905 (2,288)none - - B 5,201 7 55,973 (329) none 15.2' e- PJU" 12.2 426 9.6 0.6 12 50,967 14(3 252 140 690 C_ 10,272 28 28.0 367 9.6 0.4 7 100,663 90 . 288 112 151,878 (1,829) none (A .P_.._ 1.52617" ______________ 7.5 205 10 0.6 3,4 5 15,262 140 72 140 39,872 .(1.430) note (I 16.7 488 10 0.6 2.5 7 37,135 140 144 140 24 $20 E 8.169 16" 18" 46,597 (716) none 1 3,895 16.8 " 9.2 426 10 0.6 2.5 7 38,945 140 72 140 96 320 53,369 (659) none LA 2 3,993 24 ID _34.0 117 9.8 10 511,509 98 70 204 14,471 (296i 3 13,912 H 24 35.0 397 9.8 0.9 7 42,849 96 36 140 24 14,027 2,620 MSTc52® Ii' well .4 4 3,392 16 ' 8-5 -397 10 0.6 2.5 1 33,915 140 72 140 132 320 52,182 (1,142) none Lq 5 2,693 18.5 11.4 236 9.8 0.5 20 5 26,368 140 36 26 27,160 (42) none - at A 3,297 2.6' 3.9 3.9 10.0 329 7.1 2.5 7 9,122 13.3 108 154 24 280 133 3,329 1,485 H'TT16 B 7,800 8 9.6 31 17.6 443 9.5 1.2 7 33,691 112,937 84 28 24 200 84 288 196 48 4,631 3,631 HTT4 230,279 (3,765) none C 11,888 31.0 383 9.5 0.3 7 1) 1,631 17 17.0 96 3 0.2 5 4,893 28 72 224 36,424 (1.855) none 2 5,421 20 20.0 271 9.5 0.5 6 51,503 133 36 154 120 68,931 (871) none .3 16,970 11 31 U 42.0 404 9.5 0.9 7 42,223 38,876 133 64 133 36 154 120 10.214 2,620 5,530 HDLIB or I4DQ8 44,116 (327) none 5 4,092 16.0 256 9.5 0.6 5 7 349 -.. -- none 8 11 2.7 0 T sTArRTOWER 24 160 Around Opening(s) (2) Net Length reduced- Per fornind Shea r,uell (3) Net Length reduced -H/9 between 21 and 3f:t footnotes (I) arce Transfer a' TABLE OF CONTENTS TOC Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 Project Address ........1821 S. COAST HWY- OCEANSIDE,CA 92054 *v710* Documentation Author HADI MAHZARI I Building Permit 4 I Energy Consulting Group 8015 Balboa Avenue I Plan Check I Date I San Diego, CA 92111 858-268-0660 I Field Check! Date I Climate Zone ...........07 : Compliance Method.......MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. 1 MICROPAS7 v7.10 File-OAKAVEL3 Wth-6TZ07SO5 Program-TOC I I User#-MP1964 User-Energy Consulting Group Run-LOT * 3 I ------------------------------------------------------------------------------- TABLE OF CONTENTS ----------------- Report Page FORM CF-lR ................1 FORM MF-1R ................6 FORM WS-5R ................10 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 1 Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 Project Address ........1821 S. COAST HWY OCEANSIDE,CA 92054 *v710* I Documentation Author HADI MAHZARI I Building Permit # I Energy Consulting Group 8015 Balboa Avenue I Plan Check / Date I San Diego, CA 92111 858-268-0660 I Field Check! Date I Climate Zone ...........07 Compliance Method......MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07SO5 Program-FORM CF-1R I User#-MP1964 User-Energy Consulting Group Run-LOT # 3 I ------------------------------------------------------------------------------- MICROPAS7 ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance = = (kTDV/sf-yr) Design Design Margin = = Space Heating ...........5.59 4.87 0.72 = = Space Cooling 4.65 5.68 -1.03 = = Water Heating...........10.54 9.30 1.24 = Total 20.78 19.85 0.93 = = *** Building complies with Computer Performance *** = GENERAL INFORMATION HERS Verification ..........Not Required Conditioned Floor Area .....5512 sf Building Type ...............Multifamily Construction Type .........New Fuel Type ....................NaturalGas Building Front Orientation Froht Facing 0 deg (N) Number of Dwelling Units 2 Number of Building Stories 2 Weather Data Type ..........FullYear Floor Construction Type.... Number of Building Zones... Conditioned Volume ......... Slab-On-Grade Area ......... Glazing Percentage ......... Average Glazing U-factor... Average Glazing SHGC ....... Average Ceiling Height ..... Raised Floor 1 58280 cf 0 sf 16.3 % of floor area 0.34 Btu,'hr-sf-F 0.35 10.6 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 2 ---------------- Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07SO5 Program-FORM CF-lR I I User#-MP1964 User-Energy Consulting Group Run-LOT # 3 I ------------------------------------------------------------------------------- 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 5512 58280 2.00, 8.0 Yes Setback 8.0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location! Surface Type (Sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 1226 0.102 13 0 45 90 Yes IV.9 A3 2 Wall Wood 955 0.102 13 0 135 90 Yes IV.9 A3 3 Wall Wood 838 0.102 13 0 225 90 Yes IV.9 A3 4 Wall Wood 845 0.102 13 0 315 90 Yes IV.9 'A3 5 Roof Wood 3576 0.049 19 0 n/a 0 Yes IV.l A4 6 Floor Wood 3576 0.037 19 0 n/a 0 No IV.20 A4 FENESTRATION SURFACES --------------------- Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (NE) 149.0 0.340 0.350 45 90 Standard NE/Vinyl/Wood Low E 2 Wind Back (S) 169.0 0.340 0.350 180 90 Standard-SE/Vinyl/Wood Low E 3 Wind Right (W) 280.0 0.340 0.350'270 90 Standard SW/Vinyl/Wood Low E 4 Wind Right (NW) 303.0 0.340 0.350 315 90 Standard NW/Vinyl/Wood Low E HVAC SYSTEMS ------------ Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity Furnace 1 0.780 AFUE n/a n/a n/a n/a n/a ACSp1it 1 13.00 SEER No No No No No CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 3 Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 I MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07SO5 Program-FORM CF-1R I I User%-MP1964 User-Energy Consulting Group Run-LOT # 3 ------------------------------------------------------------------------------- HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) . Furnace 78995 n/a n/a n/a ACSp1it n/a 82938 92525 n/a Sizing Location ............00EANSIDE Winter Outside Design ......33 F Winter Inside Design .......70 F Summer Outside Design ......78 F Summer Inside Design .......75 F Summer Range ...............10 F DUCT SYSTEMS ------------ Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R-value Leakage Area Ducts Furnace Attic R-4.2 No No No ACSplit Attic R-4.2 No No No WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type..System Factor (gal) R-value 1 Instantaneous Gas Standard 2 n/a n/a R-n/a WATER HEATING SYSTEMS DETAIL ---------------------------- Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R-value Light 1 Instantan 0.80 n/a n/a R- n/a 500 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 4 Project Title ..........1821 S. COAST HWY Date..11103/09 11:16:28 MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07SO5 Program-FORM CF-1R User%-MP1964 User-Energy Consulting Group Run-LOT i 3 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 t. CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 5 Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07SO5 Program-FORM CF-1R User#-MP1964 User-Energy Consulting Group Run-LOT # 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 administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Name.... HADI MAFIZARI Company. Company. Energy Consulting Group Address. Address. 8015 Balboa Avenue San Diego, CA 92111 Phone... Phone... 858-268-0660 License. - Signed.. Signed.. (date) (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone.... Signed.. (date) - -I MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 6 Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 Project Address ........1821 S. COAST HWY OCEANSIDE,CA 92054 *v710* Documentation Author... HADI MAHZARI Building Permit # Energy Consulting Group 8015 Balboa Avenue Plan Check / Date San Diego, CA 92111 858-268-0660 Field Check! Date Climate Zone ...........07 Compliance Method......MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07SO5 Program-FORM MF-lR I I User4-MP1964 User-Energy Consulting Group Run-LOT # 3 I ------------------------------------------------------------------------------- Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES n/a *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U-factor in metal frame ceiling 150(b): Loose fill insulation manufacturer's labeled R-Value *150 (c) : Minimum R-13 wall insulation in wood framed walls or equivalent U-factor in metal frame walls (does not apply to exterior mass walls) *150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U-factor 150 (e) : Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory-built fireplaces have: Closeable metal or glass door covering the entire opening of the firebox Outside air intake with damper and control,, flue damper and control 2. No continuous buning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 meets requirements specified in ACM Residential Manual 150(g): Vapor barriers mandatory in Climate Zones 14,16 only 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch 118: Insulation specified or installed meets insulation quality standards. Indicate type and include CF-6R form 116-17: Fenestration Products, Exterior Doors and Infiltration! Exfiltration Controls Doors and windows between conditioned and unconditioned spaces designed to limit air leakage Fenestration products (except field-fabricated) have De- En- sign- force- er ment MANDATORY MEASURES CHECKLIST: RESIDENTIAL - MF-1R Page 7 Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 I MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07SO5 Program-FORM MF-1R I User#-MP1964 User-Energy Consulting Group Run-LOT # 3 label with certified U-factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- sign- force n/a er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA 150(i): Setback thermostat on all applicable heating and/or cooling systems 150(j): Water system pipe and tank insulation and cooling systems line insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R12 or greater____ - 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R-value 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 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 shall be insulated to Table 150B Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A 4. Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space 7. Solar water-heating systems/collectors are certified by the Solar Rating and Certification Corporation *150(n). Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-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, MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 8 Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07SO5 Program-FORM MF-1R User#-MP1964 User-Energy Consulting Group Run-LOT # 3 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 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 of the ducts Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands Exhaust fan systems have back draft or automatic dampers____ Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance 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 Flexible ducts cannot have porous inner cores 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) 118(i): Cool Roof material meets specified criteria RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)i: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26) . Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz ____ MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-1R Page 9 Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07S05 Program-FORM MF-1R User#-MP1964 User-Energy Consulting Group Run-LOT 4 3 ------------------------------------------------------------------------------- 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms sha1L be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d) 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 130, 131, and 146 150(k)8: 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 OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) I RESIDENTIAL KITCHEN LIGHTING WORKSHEET WS-5R Page 10 Project Title ..........1821 S. COAST HWY Date. .11/03/09 11:16:28 I MICROPAS7 v7.10 File-OAKAVEL3 Wth-CTZ07505 Program-FORM MF-1R I I Useri-NP1964 •User-Energy Consulting Group Run-LOT 4t 3 I ------------------------------------------------------------------------------- At least 50% of the total rated wattage of permanently installed luminaires in the kitchen must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. KITCHEN LIGHTING SCHEDULE --------------- High High Efficacy Efficacy Luminafre Type (Yes/No) Watts Quantity Watts x = x = x = x = x = or or or or or Other Watts Total A= B= Complies if A >= B Yes No Rules for Determining Residential Kitchen Luminaire Wattage Screw Base Sockets - Section 130(c) 1 (Not containing permanently installed ballasts) The maximum relamping rated wattage of the luminaire, as listed on a permanent factory-installed label (luminaire wattage is not based on type or wattage of lamp that is used). Permanently or Remotely Installed Ballasts - Section 130(c) 2 The operating input wattage of the rated lamp/ballast combination based on values published in manufacturerDs catalogs based on independent testing lab reports. Line Voltage Track Lighting (90 through 480 volts) - Section 130(c) 3 Volt-ampere (VA) rating of the branch circuit(s) feeding the tracks; or For tracks equipped with an integral current limiter, the higher of - The wattage (or VA) rating of an approved integral current limiter controlling the track sy. - 15 watts per linear foot of the track; or For tracks without an integral current limiter, the higher of - 45 watts per linear foot of the track or - The total wattage of all of the luminaires included in the system. Low Voltage Track Lighting (less than 90 volts) - Section 130(c) 4 Rated wattage of the transformer feeding the system, as shown on a permanent factory-installed label. • Other Lighting - Section 130(c) 5 (Lighting systems that are not addressed in Sections 130 (c) 1-4) The maximum rated wattage, or operating input wattage of the system, listed on a permanent factory installed label, or published in manufacturer's catalogs, based on independent testing lab reports. Application Complete? y N By Fees Complete? V N By I PCR09147 1208 OAKAV BUSBY RES-FRAMING UPDATES in A / r i Ii 1.1 u cv 'I 'i-' fk7( "r 7 U ( 6 xI I'— 7sz~~11e) 11 fl/3f CQ4 çfoc4 t/OT Approved qate By Building jI//4oi Planning AJ/4 aJA s Engineering 'JIA I Fire HazMat APCD Health Forms/Fees Sent ReCd Due? a CFD y — Encina y — Fire • If - HazHealthAPCD If — PE&M IF - School Y — Sewer Y — Stormwater • Y — Y N V N V N PEP -;--;- — Comments Date Date Date Date Building I Planning I / Engineering Fire Need? DC DC DC DO • DO City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 02-23-2010 Plan Check Revision Permit No:PCR09154 Building Inspection Request Line (760) 602-2725 Job Address: 1208 OAK AV CBAD Permit Type: PCR Status: ISSUED Parcel No: 1561804900 Lot #: 0 Applied: 11/05/2009 Valuation: $0.00 Construction Type: VN Entered By: RMA Reference #: Plan Approved: 11/05/2009 PC #: CB091160 Issued: 11/05/2009 Project Title: ADD ROOF TOP CHASE TO FRAMING Inspect Area: PAGE FOR PHOTOVOLTAIC MOUNTING Applicant: CHARLIE WILSON —BUSBY FAMILY TRUST-10-26-01 CARLSBAD CA1 92008// 1212 OAK/AVE ' r- 760 5806616 LJ , / Plan Check Revision Fee \$000 Additional Fees / / \.00 Total Fees: To Date: $0.00 Balanc&DÜe: \ $0.00 \ N INCORPORATED \192 /ç FINAL APPROVAL Inspector: 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 feesIexacfions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. pdRO915411208 OAK AV ADD ROOF TOP CHASE TO FRAMING ((15(07 -P, Ii ji (5/a..