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Home My WebLink About2734 ARLAND RD; ; CB131394; Permit08-21-2013 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carisbad 1635 Faraday Av Carlsbad.CA 92008 Residential Permit Permit No: CBI 31394 Building Inspection Request Line (760) 602-2725 2734 ARLAND RD CBAD SFD Status: ISSUED 0 Applied: 06/06/2013 5B Entered By: JMA Plan Approved: 08/20/2013 Issued: 08/20/2013 Inspect Area: Plan Ctieck #: RESDNTL 1561425400 $99,452.00 Sub Type: Lot#: Constuction Type: Reference #: Structure Type: Battirooms: Orig PC #: LIN RESIDENCE: 634 SF RESIDENCE/634 SF GARAGE/135 SF DECK /144 SF STAIRS 0 0 0 Applicant: MICHELLE LIN Owner: LIN HSHING-LUNG&CHENG-MEI 2732 ARLAND RD CARLSBADCA 92008-1501 760-717-6749 2740 ARLAND RD CARLSBAD CA 92008 Building Permit $695.62 Meter Size FS1 Add'l Building Permit Fee $0.00 Add'l Red. Water Con. Fee $0.00 Plan Ctieck $486.93 Meter Fee $414.00 Add'l Plan Ctieck Fee $86.00 SDCWA Fee $4,492.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $9.95 PFF (3105540) $1,810.03 Park in Lieu Fee $0.00 PFF (4305540) $1,670.79 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $2,810.00 Ottier Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $87.00 Renewal Fee $0.00 ELECTRICAL TOTAL $57.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $58.24 Ottier Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $3,549.00 Housing Credit Fee $0.00 Meter Size FSI Master Drainage Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $842.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $1.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 TOTAL PERMIT FEES $17,069.56 Total Fees: $17,069.56 Total Payments to Date: $17,069.56 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: ^-^Hl Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, resen/ations, 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 infomiation 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 sen/ice fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired. 08-21-2013 City of Carisbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130209 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Priority: Applicant: MICHELLE LIN 2732 ARLAND RD CARLSBADCA 92008-1501 760-717^6749 Emergency Contact: FRANK LIN 2732 ARLAND RD CBAD SWPPP 1561425400 CBI31394 Lot#: LIN RESIDENCE: 634 SF RESIDENCE/ 634 SF GARAGE/135 SD DECK L Status: Applied: Entered By: Issued: Inspect Area: Tier: Owner: LIN HSHING-LUNG&CHENG-MEI 2740 ARLAND RD CARLSBAD CA 92008 ISSUED 06/06/2013 JMA 08/20/2013 1 760-717-3456 SWPPP Plan Check SWPPP Inspections Additional Fees $47.00 $56.00 $0.00 TOTAL PERMIT FEES $103.00 Total Fees: $103.00 Total Payments To Date: $103.00 Balance Due: $0.00 FINAL APPROVAL QMEo^l^l/l^ CLEARANCE, SIGNATUREf^- THE FOLLOWING APPROVALS REQUIRED PRiOR TO PERIVIIT ISSUANCE: DPIANNING •ENGINEERING OBUILDING DFIRE ] HEALTH •HAZMAT/APCD CITY OF CARLSBAD Building Permit Appiication 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. Est. Value Plan Ok. Deposit Date Pepos SWPP 15- 2^ JOB ADDRESS LOTi « PHASE # #DFUNnS (TBEW SUnE#/SPACE#/UNn# 'ACE#/UNn CT/PROJECT # 1 1- « BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE DESCRIPTION OF WORK: /nc/ude Square Feet of Affected Areafs) EXISTING USE PROPOSEOUSE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPL.ACE AIR CONDITIONING FIRE SPRINKLERS \/^J^YESn# NO^ YESD NOJ^ YES )^ NOD APPLIC/WIT NAIVIE (Primary Contact) . 1 APPUCANT NAME (Secondary Contact) ADDRESS 1 jr>, , ADDRESS CraHS STATE ZIF "* CITY STATE ZIP FAX PHOKE FAX PROPERTY OWNER NAME CONfRVCTOR BUS. NAME ^ ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL ARCH/DtSIUNER NAME & ADDRESS STATE LIC. tt STATE LIC.# CU\SS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the appiicahtfor such permit to file a signed statement that he is licensed pursuantto the provisions ofthe Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempttherefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicanffor a permitsubjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: /terety affimi under penalty of perjury one of the following declarations: rj I have and will maintain a certificate of consent to self-insure for workers'compensation as provided by Section 3700 of the LaborCode, for tfie performanceofthe work forwhich this permit is issued. O I have and 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 number are: Insurance Co. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. a Certificate of Exemption: I certify that in the performance of the work tor which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code. Interest and attorney's fees. JS^ CONTRACTOR SIGNATURE — — — — •AGENT DATE / hereby affinn that I am exempt from Contractor's License Law for the following reason: X I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code; The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sate. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). • I, as owner of the property, am exclusively contracting with licensed contractors to construct the pnjject (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). G I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement, d Yes D No 2.1 (have / have not) signed an application for a building permit for the proposed work, 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the (ollowing person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number): 5,1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): PROPERTY OWNER SIGNATURE •AGENT DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 _ Presley-Tanner Hazardous Substance Account Act? • Yes • No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management districr? • Yes 13 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? n Yes • No IF ANY OF THE 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 EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm ttiat there is a construction lending agency for the performance of the .voik ihis pe'mit is isauerl i Sec 3097 11 • Civil Code i Lender's Name |sjy^ Lenders "dJiess I certi^that I have read ttie application and state thatthe above infonnation is conectand thatthe infonnation on the plans is accuiate. I agree to comply with all Cily ordinances and State laws relating to building constniction. I hereby authorize representative ofthe City of Carlsbad to enter upon the above mentioned property for inspectbn purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HAIRLESS THE CITY OF CARLSBAD AGAINST ALL LIABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pemiit is required for excavations over 5'0' deep and demolition or constmction of structures over 3 stories in height, EXPIf^TION: Every pemiit issued by the Building Oflicial under the provisions ofthis Code shall expire by limitation and become null and void if the building or wort< authoreed by such pennit is not commenced within 180 days from the date of such pemiit or if the building or work authorized by such permi is suspended or abandoned at any time after the woik is commenced ibr a period of 180 days (Section 106,4,4 Unifbmi Building Code), APPLICANT'S SIGNATURE DATE Inspection List Permit#: CBI31394 Type: RESDNTL 2DU Date Inspection Item Inspector Act 03/30/2015 89 Final Combo MC Fl 03/30/2015 89 Final Combo - Rl 03/25/2015 89 Final Combo MC PA 03/25/2015 89 Final Combo - Rl 03/06/2015 89 Final Combo MC PA 02/13/2015 22 SewerAWater Service PD AP 02/13/2015 23 Gas/Test/Repairs PD AP 01/27/2015 39 Final Electrical MC AP 12/11/2014 17 Interior Lath/Drywall MC AP 12/03/2014 16 Insulation MC AP 12/02/2014 16 Insulation MC CA 11/24/2014 84 Rough Combo MC AP 11/20/2014 84 Rough Combo PD CO 11/11/2014 13 Shear Panels/HD's MC AP 11/10/2014 13 Shear Panels/HD's MC PA 10/29/2014 15 Roof/Reroof PD AP 09/12/2014 21 Underground/Under Floor PB AP 09/02/2014 11 Ftg/Foundation/Piers MC AP 09/02/2014 31 Underground/Conduit-Wirin MC AP 08/29/2014 11 Ftg/Foundation/Piers PD CO 08/15/2014 21 Underground/Under Floor PD NR LIN RESIDENCE: 634 SF RESIDENCE/ 634 SF GARAGE/135 Comments DRAINAGE AT NORTH SIDE OK SEE CARD, OMR EMAILED TO SDGE. MINOR PICKUP EMR E-MAILED TO SDGE PER CONTRACTOR 12:50 no one around STEM WALLS CONDUIT ONLY & UFER Tuesday, March 31, 2015 Page 1 of 1 To whom it concems Precision Surveying & Engineering 2740 Arland Rd. Carlsbad, Ca 92008 Tel.(760)-434-3268 This is certified that the building pad finishing grading and setback On 2734 Arland Rd. Carlsbad, California both are matching the approved site plan. If you have any questions regarding the information, please feel free to call. Respectfully submitted, 7^ Hshmg- Lung Lin Date Licensed Land Surveyor License No. 6091 Exp. 12/31/2014 FIELD NOTES -fotA^^jtvx i>frjfoi,^tm^ hnt/fi^ I-WM /'L.^Jfji^, By: S.H. Shu, GE 772 Phone: 760/729-2841 4025 Harbor Drive Carlsbad, CA. 92008 IHfERioK 7^ 4" (a^Konxc3nc,l4'/J. •.4i :,^^ I — v\ j ^ CITY OF CARLSBAD Development Services Building Division 1635 Faraday Avenue 760-602-2719 \^ ^ t» www.carlsbadca.gov CIRCUIT CARD B-36 Cortnoiar PhOfMK AXC _V<XT3 0 _w»Re LOCATION CKT BKR sm WIRE MISC REC LTO MUSC WIRi 8KR SIZE CKT LOCATK3N LOCATION CKT BKR sm S«ZI lYPf MISC REC LTO MUSC SIZB vm 8KR SIZE CKT LOCATK3N 1 / 2 3 X6 1 2, / 4 5 5o 1 2-/ 6 '7 2^ iz / S <V\ICA«UAo«-9 0, 1 10 11 I 1-0^ / 12 13 \x CM / 14 PuH 0. 15 1 > rM / 18 ir 2^ !•»- a. / 18 19 ^0 to CM. / 20 21 22 23 24 25 28 2T 28 29 30 31 33 34 33 38 3T 38 3« i 40 41 42 rr BUS: / Jto '^srVKX wnWwmm Of mgOmm A>a&Mi:No. , ^fc)A> A«ff>BRWFUSEaMU> AMP .AMPS 0)Co*Kiuitsuw:_L::i. C)a«nip>ocalj(i(<s).- GPCl.taciHtoia 210 - 8.6M- TV: ^ B)TypiK G?cu OAL 250 - 5<Kc) 2S0-104 250 - 52 3># CitkjuktitQa WniittuMii on JKCST" Branch drauibi w|ukwfc A) UgMnBCtRuto 220-3{t>)i.4<<t) B) Two SfTMl Appttmoi CireuK» 210-11{«) C) Laundry QrajR 220-16(b) 0)C«i«niHMttigE(Mpni«ni 422-12 E) Bathroom 210-52(d) AFCij^otKtad Ckc. 210 • (58«droom{«) 12 Tub in»tnK>kin$ and tfiof tmrUt shown on thi* dmdi cant rtonsMrKf th* fuM sxtanf 0^ • Owwr fSXortraclor 7/1 t:^ <p-T?wy B-36 Page 1 of 2 Rev. 03/09 SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION 1. A»analtmmlhmirmthod,»mSTANOAmiMETHOO lbund»iARTK^220o/th»NaaoimlBBGtrtea)d»,m»yb«uMd QENERAL OvMriHng U0H7M0 LOADS 600 SQ.«.x3VA»220.^a) Smsl«i)DtiinaHo»dt-220-1««l1500VAx ^ drouite Uun*y lo«l-220.18(b) ISOOVAx :3- circuits' VA VA COOMNO EOUH>MENT LOADS - Namepiato ValiM Ranoa t2ot> VA» 6^ Coolctop VA • Ov«» ($) VA » Gmrnm tJghtina Totil 7g"<3^ vA 1^0 VA VA VA 3. ELmiUC DRYER 220»1t (Nameplate, SOW VAnMmtm Dnwr t.Z<^ VA« 4. FKBIAPPUANCe LOADS 23040 (b)(3) (^'^'^'^^ Cooldno &|N^pm«nlTotai ^ 2-00 yj^ Di^Ktaal** Cofnpactof "* Water Haaiar* HvdRMfMHMKia SaMub >• MlerowrawB OWMI » BiJMn Vacuum » S. OPTIONAL SUBTOTAL (Add aH of tha abova totala) Oryar Total, I ZJOO -VA -VA VA VA VA VA .VA VA Rxsd i^»pli«noa Totiri. 2«30 VA Ji£§2—VA /r06o VA 6. APin.YINO DEMAND FACTORS - TABLE 220^ Rrit 10.000 VAX 100% » Optional Subtetelfftom ina S)/Ramainino 50^^ VAx40%» 7. HEATING OR AC LOAD-TABLE 220^ Largar of tfia Haalbig or AC Load » 8. OPTIONAL LOADS TOTAL (Add totals from iinea 6 and 7)» 9. MINIMUM SERVICE SIZE « pgtfgml kwrfg TffW • 240 Volt 10.000 VA 2.62,9- VA 3Go^ VA —I .VA .Ampwa (nMm put total on front of card imdar Computed Load) ^ CITY OF CARLSBAD CIRCUIT CARD B-36 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov AdOnmt rWTnR riUfnMr Ornmn /hicUtjLLe: UO Phone CartmHor. Phora: /OOfV AXC 1 Zo /2C4DV0tT3 ,„, / a ? IXICATION CKT BKR WIRE ft In REC REC LTO MSG WIRE BKR CKT LOCATION IXICATION CKT SOE sm. rtm 1 In REC REC LTO MSG StZB Tvni SQE CKT LOCATION 1 Id CM. 2 3 ?* 1 2-4 5 2o 12. 0\ 1 6 f TO »a_ CM e 9 Vi_ Ol 3 10 11 i2_ C*« 1 12 13 /r t 1 14 IS /-r C*v (L 18 17 i-r /y Ct/l 18 19 /r 20 21 22 23 If CM 24 Ll*'; Biro DlA)*f 25 ir t> / 3 28 27 28 29 30 31 » 33 34 35 38 37 38 39 40 ^ N 41 42 [OO AMPSmC/PUSEOMLO ConvUotf Load 2.Y AMPS AM> A)3fcMi:No. / B)Typ« D CU _ ClIiwBjIllonr Ttt*^^ 0}Con<MlSlj»:_0;g>^ Swvlai^^iSVMMn^ , <l.<\6i A)sferTirr___£_ B)TyptK ClCU OAt Q Oamp lociittQn(s): GftTER OFa.localieM 210 - 8.6M - Branch drauMi ra(|uirwfc A) Uah8naCicai«S 220 - 3{bK4(d) B) Tv«iSmalAppa«K»Ckcu<i* 210'-11(«) C) Laundry Oraa 220-1S(b) 0)C«nlraiHM8ngEcMpnMnl 422-12 E) Bathroom 210-S2{d} 250 - 50(c) 250-104 250 - 52 RamarkK. ^^a«woom<a) tfCM6aon AFCtl^otadad Ore. 210 -12 GHydramaaaaga Tub i cwVtf Uwt af ^ifil^iatfcvsa hwe 6#an totifuBdlmtccofdafloe wth ffuviii^'livw'i f/>e myfr peirkirmed undar this pam* S^rtb«*>f tvv«^v4-O stoned yj^ -C^ tiata Iv B-36 Page 1 of 2 Rev. 03/09 SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION 1. A« an altomaMw method, tfw STANDARD METHOD found hARTK:LE220 of th9Nalk)milEh(MiCod9,nmyb9u99d GENERAL LIGH7M0 LOADS Dwa«na 6QO M. ft. X 3 VA » 22(^a> SmalsopBanoa loada-220-16ral1S00 VAX -Z. dreulte« Laundiy load-220-18(b) 1500 VAX drcuite 3ooO VA VA VA COOKINO EQUIPMENT LOADS - Namapiata Valua Range VA- Cooklop VA* Ovan(s) VA- General Uglrting Totel VA .VA VA VA 3. ELECTRIC DRYER 22(l>1S(Nameptate. SOOO VA minimum) Dryer VA« 4. FOBO APPUAWC6 LOADS 230-30 (b) (3) OiitwNaiher * Dispoeal * Compedor * Water Heaiar* HwdremMeeoe BefiMub ai MicKMvave Oven * BuIMn Vacuum a 5. OPTIONAL SUBTOTAL (Add aH of tha abova totala) Cooking E<|iiipmenl Total. .VA Dryer ToteL VA .VA -VA VA .VA .VA .VA VA VA Fixed Appliance Total. VA VA e. APPLYING DEMAND FACTOID - TABLE 220-30 Rnrt 10.000 VAX 100%* Optional Sublotal (from Hne S) { Remeining. VAx40%« 7. HEATING OR AC LOAD - TABLE 220-30 Larger of ttw Heatbtg or AC Load ' 8. OPTIONAL LOADS TOTAL (Add totals from ilnaa 6 and 7) 9. MINIMUM SERVICE SIZE » QgttOTtl UWdl TffW « 240 Volt ,-40;eoo'V?r ^76o VA ^ VA S1(>0 VA .Ampwa (Please put total on front of card urder Computed Load) EsGil Corporation In PartnersHip witH government for (BuiCding Safety DATE: August 9, 2013 • APPLICANT a'juRis. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 13-1394 SET: II PROJECT ADDRESS: 2732 Arland Road PROJECT NAME: Detached 2nd Dwelling/Deck/Stairs over Garage for Hshing-Lung/Lin I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonA/ard to the applicant contact person. I I The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone*: Date contacted: (by: ) Email: Mail Telephone Fax in Person ^ REMARKS: Specify on the plans that a carbon monoxide detector will be installed in the unit. By: Kurt Culver Enclosures: EsGil Corporation (A\t>\ • GA • EJ • PC 8/5/13 0\ 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGii Corporation In PartnersHip witH government for (BuiCding Safety DATE: June 17, 2013 •APPLICANT J2JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 13-1394 SET I PROJECT ADDRESS: 2732 Arland Road PROJECT NAME: Detached 2nd Dwelling/Deck/Stairs over Garage for Hshing-Lung/Lin I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Frank Lin 2740 Arland Road Carlsbad, Ca. 92008 I I Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Frank Lin Telephone #: (760) 717-3456 Date contacted: ^/|-^ (by:Y\^ Email: mamitakalin@sbcglobal.net \y^Ma\\ "telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • PC 6/10/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-1394 June 17, 2013 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 13-1394 JURISDICTION: Carlsbad PROJECT ADDRESS: 2732 Arland Road FLOOR AREA: Dwelling 636 Garage 636 Deck 144 Stairs 88 STORIES: 2 HEIGHT: 22 ft per CBC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 6/6/13 DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/10/13 DATE INITIAL PLAN REVIEW COMPLETED: June 17, 2013 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permiL Present California law mandates that construction comply with the 2010 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copv) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 13-1394 June 17, 2013 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit four new complete sets of plans for commercial/industrial projects (three sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Note on plans that surface water grade shall fall a minimum of 6" within the first 10 feet Section R401.3. 3. Verify final sets of plans will also be signed by architect as well as engineer of record stamping and signing the structural sheets (and any additional calculations if required). 4. Owner/designer to sign the CFI- R forms. 5. Show dryer vent to the exterior. CMC Section 504.3. 6. Plans to reflect pressure relief extending to the exterior for the tankless water heater. 7. The plans are reflecting a laundry chute penetrating the garage fire ceiling. Please detail and reference how required fire separation is be provided including required rated shaft and 1 3/8" solid self closing door. 8. Could not locate where plans reflect door sizes. 9. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stainA/ells if applicable. Section R308.4 See what appears to be a 4026 at bathroom and 4040 at top of stairs. Carlsbad 13-1394 June 17, 2013 10. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches. See left of sink between sink and refrigerator for example. 11. Outdoor lighting fixtures that are attached to a buiiding are required to be high efficacy or controlled by a combination photo-control/motion sensor. See outside door at upper floor. 12. Show on the plan the amperage of the electrical service, the location of the sen/ice panel and the location of any sub*panels. If placed in a shear wall and flush mounted then detail opening in shear wall. Minimum 100 amps required for any dwelling. Sub panels if provided cannot be placed in fire wall, closets , bathrooms or in any area where that does not provide a minimum 30" clear width, 36" clearance in front and adequate head clearance 13. Residential ventilation requirements for new fans: • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/20 cfm), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. a Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms, a All exhaust fans must be specified at a noise rating of a maximum 1 "Sone" (for the continuous use ) or3 "Sone" (for the intermittent use ). 14. Could not locate where AC unit was shown? 15. Plans to reflect required smoke detector outside of bedroom as well as carbon monoxide alarm. Sections R314 and Section R315. 16. Recheck outlet spacing. Must show outlets within 6 ft of any opening and not to exceed 12 apart. Any isolated wall 2 ft or wider to have outlets. See left of glass sliding door for example. Recheck all locations. 17. A nosing (between and 1-%") shall be provided on stainways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311. Noting 10" run on A-3. If detail 19/S-2 is correct then ok as noting 11 inches. Carlsbad 13-1394 June 17, 2013 18. Detail 19/S2 though is noting 8" max rise and the max is 7 V^,"? On A-3 noting 7" rise. Please coordinate architectural and structural details and verify complies with IRC. 19. Cross section is reflecting R-11 for floor and must be R-19 per the calculations. 20. Could not locate where type of deck material was noted. Note type of waterproofing and specify how obtaining the required minimum inch per foot deck slope for drainage for deck at top of stairs. Provide name of manufacturer and a ICC or equal listing for proposed product. 21. Show the sizes/locations of deck drains and overflows. Minimum 3" required if runs horizontal, 2" in vertical and minimum scupper size is 4". Plans to reflect how water is being diverted to drains i.e. crickets etc. Section R903.4. 22. Show on the plans the area required and area provided for roof ventilation . No dormer vents to be provided (only eave vents)? The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% (but not more than 80%) ofthe required vent is at least 3 feet above eave vents or cornice vents). Section R806.2. 23. Specify on the plans the following information for the roof materials, per Section R106.1.1: Manufacturer's name and ICC approval number, or equal. (Minimum Class A per City Policy). 24. Per City of Carisbad Policy listed below a soils report is required for this project. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 25. Provide a letter from the soils engineer confirming that the foundation plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 26. If applies: The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." Carlsbad 13-1394 June 17, 2013 27. Where expansive or collapsible soils are known to exit, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. 28. Plans are reflecting CB's at base for deck support. Any post located on concrete slabs shall be supported so as to project a minimum of 1" above and any isolated piers shall project at least 8 inches above ground level unless the posts are of approved wood of natural resistance to decay or treated wood is used. 29. Appears 2 x 12's for front entry wall be ledgered to ballooned framed wall using for guard. Please detail and reference how floor framing will be supported at this location. 30. Please provide calculations to show that double TJI's can support point loads from RBI and RB4 and the support ofthe ceiling joist. Include in design the weight ofthe FAU. 31. Verify overturning load path to continue to foundation or show in calculations that dead loads from floor framing can resist these loads. Please show how for example how resisting members i.e. post, beams, rim joist /joist are capable of resisting uplift forces. Please check beams supporting hold downs for hold down forces with over-strength using appropriate load combinations. 32. Please recheck all details to verify that they are complete and/or correct. See for example where referencing details to be on SI on S-5 and some are on S-2? a CITY of CARLSBAD REQUIREMENTS 33. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. 34. 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. 35. Specify on the plans that the building will be provided with an automatic fire sprinkler system. Carlsbad 13-1394 June 17, 2013 a To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. a Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 13-1394 June 17, 2013 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 13-1394 PREPARED BY: Kurt Culver DATE: June 17, 2013 BUILDING ADDRESS: 2732 Arland Road BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Owe 636 110.17 70,068 Garage 636 28.74 18,279 Deck 144 15.57 2,242 Stairs 144 15.57 2,242 Air Conditioning 636 4.19 2,665 Fire Sprinklers 1272 3.11 3,956 TOTAL VALUE 99,452 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: • Repetitive Fee ~| Repeats 0 Complete Review • Other j_l Hourly EsGil Fee • Structural Only Nr. @ $645.93 $419.85 $361.72 Comments: In addition to fee above charge additional 1 hour for Cal Green $86.00 ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 w/ww.carlsbadca.gov DATE:06/18/13 PROJECT NAME: LIN RESIDENCE PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2732 ARLAND DR VALUATION: PROJECT ID: CB13-1394 APN: 156-142-56 This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: A Final Inspection by the Division is required Yes / No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED 'X' NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: MASH0Ui729@ATT.NEr You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chrls.Sexton@carlsbadca.gov / Kathleen Lawrence ^ 760-602-2741 Kathleen.La wrence@carlsbadca.fiov 760-602-4663 Grefiorv.Rvan@carlsbadca.fiov Glna.Rulz@carlsbadca.fiov Linda Ontiveros 7 €> 0 -60227 73 Linda.Ontlveros@carlsbadca.fiov Cindy Wong 760-602-4662 Cvnthla.Wonfi@carlsbadca.fiov Doiniriic Fieri 760-602-4664 Domlnlc.Flerl@carlsbadca.fiov Remarks: i STOP! Please Read Any outstanding issues will he marked with X • Make the necessary corrections for compliance with applicable codes and standards. Suhmit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with / PROPERTY UNE DIMENSIONS INCORRECT SEE APPROVED PARCEL MAP 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: / ; North arrow / Existing & proposed structures i Existing street innprovennents X ; Property lines (show all dimensions) / Easements / i Right-of-way width & adjacent streets / J Driveway widths / ; Existing or proposed sewer lateral / I Existing or proposed water service i Submit on signed approved plans: DWG No. Show on site plan: / • Drainage patterns (Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. / ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service: however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / J Site address 7 ; Assessor's parcel number / i Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. [ Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: PARCEL A Subdivision/Tract: MS 08-06 Reference No(s): 20908 E-36 Page 2 of 6 REV 6/01/12 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS N/A Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20.000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS NIA WITH MS 08-06. NIA11-01 All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuantto Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn 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: E-36 Page 3 of 6 REV 6/30/10 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. SHOW CUT, FILL, IMPORT, EXPORT AND REMEDIAL CY'S ON PLANS X Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The qradinq permit must be issued and rouqh qradinq approval obtained prior to issuance of a buildinq permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS N/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: E-36 Page 4 of 6 REV 6/01/12 Set# 1 7. STORM WATER Construction Compliance / Project Threat Assessment Form complete. : Enclosed Project Threat Assessment Form incomplete. / I Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW sw 13-209 ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://vww.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf PLEASE INDICATE ON PLANS WHAT STRATEGIES WILL BE INCORPORATED FOR LOW IMPACT DEVELOPMENT X Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line j Vegetated swales or rock infiltration swales \ Downspouts disconnect and discharge over landscape 2 other: E-36 Page 5 of 6 REV 6/01/12 Set# 1 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 'X". FYI FYI 8. FEES / Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility / Fire sprinklers required / yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. Additional Comments 1. SHOW FF ELEVATION FOR PROPOSED DWELLING. 2. WILL RUN OFF BE COLLECTED BY GUTTERS? IF YES, HOW WILL THE LANDSCAPING BE PROTECTED FROM HIGH VELOCITY FLOWS AND HOW WILL THE RUN OFF BE FILTERED FOR STORM WATER REQUIREMENTS? Attachments: E-36 Engineering Application Storm Water Form RIght-of-Way Application/Info. Reference Documents Page 6 of 6 REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 06/18/13 Date: 06/18/13 GEO DATA: LFMZ: / B&T: Address: 2732 ARLAND DR Bldg. Permit #: CB13-1394 Fees Update by: KML Date: 06/18/13 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units i EDU's: 1 Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq,Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units 1 UNIT ADT's: 10 Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD:' YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: NW QUADRANT NEQUADRANT ISE QUADARANT SW QUADRANT ADT'S/UNITS: X FEE/ADT: =$ PD ON MS 08-06 |_| 2.TRAFFIC IMPACT FEE: ADT'S/UNITEl UNIT X FEE/ADT: 2810 =$ 2810 0 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 :IST.#2 / DIST.#3 ADT'S/UNITS: < FEE/ADT: =$ N/A • 4. FACILITIES MANAGEMENT FEE ZONE: 1 • ADT'S/UNITS: X FEE/SQ.FT./UNIT: =$ N/A • 5. SEWER FEE EDU's 1 X FEE/EDU: 842 =$ 842 BENEFIT AREA: EDU's X FEE/EDU: =$ N/A • 6. DRAINAGE FEES: PLDA: HIGH MED UM LOW ACRES: X FEE/AC: =$ PD AT FINAL MAP F] 7, POTABLE WATER FEES: 1" METER UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL 1 Dl 3549 414 4492 $8455 STORM WATER Development Services • ;^ CARLSBAD COMPLIANCE ASSESSMENT B-24 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov am applying to the City of Carlsbad for the following type(s) of construction permit: ^ Building Permit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: [ Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because '' ^ it meets the "no threaf assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. 7/erf - Lovj^Jfttfeat Assessment Criteria /•^•"l^ project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). 7/er2 - Moderate Threat Assessment Criteria • My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuantto the Carlsbad Grading Ordinance (Chapter 15.16 ofthe Carisbad Municipal Code); or, • Project will 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 and project 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). Tier 3 - Significant Threat Assessment Criteria • My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or • My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). / certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 ofthe Carlsbad Municipal Code and to City Standards. *The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. Project Address; Assessor Parcel No. Owner/Owner's Authorized Agent Name: Owner/Owner's Authorized Agent Signature: Date: City Concurrence: J^BA—Bate: / B-24 Page 1 of 1 Rev.03/09 CITY OF CARLSBAD CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov Construction SWPPP Tier Level Construction Threat Assessment Criteria* Perceived 1 Threat to Storm Water Quality 1 Tiers Tier 3 - Hiqh Construction Threat Assessment Criteria High Tiers • Project site is 50 acres or more and grading will occur during the rainy season • Project site is 1 acre or more in size and is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years High Tiers Tier 3 - Medium Construction Threat Assessment Criteria Medium Tiers • All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 Tier 2 Hiqh Construction Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance High Tier 2 Tier 2 - Medium Construction Threat Assessment Criteria • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tier 1 Tier 1 - Medium Insoection Threat Assessment Criteria • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tier 1 Tier 1 - Low Insoection Threat Assessment Criteria • All. projects not meeting Tier 1 Medium Construction Threat Assessment Criteria Low Exempf - Not Applicable -Exempt *The city engineer may authorize minor variances from the construction threat assessment criteria in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4/30/10 CITY OF CZAiR. LSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 This form is required for all pools, retaining walls or whenever a building footprint is enlarged. Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STORM WATER COMPLIANCE CERTIFICATE ^ My project is not in a category of permit types exempt from the Construction SWPPP requirements 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 stonm water runoff or non-storm water discharge(s). My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 ofthe Carlsbad Municipal Gode) 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 ofthe 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 vinth a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or vwthin 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 1 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 THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWNER'S AGENT NAME (^JWTT) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. 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 3. 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. 4. 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 (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: Assessor's Parcel Number: Project ID: (^/B^:?^ Construction Permit No.: Estimated Construction Start Date7^\ /^^^ Project Duration. Months Emergency Contact: Name: 24 hour Phon Perceived Threat to Storm Water Quality • Medium 1^ 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 SBAD 1 SWPPP Approved By Date E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Tracking Controi BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Best Management Practice (BMP) Description -> Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barrier Storm Drain Inlet Protection Stabilized Construction Ingress/Egress Stabilized Construction Roadway Water Conservation Practices Paving and Grinding Ooerations Potable Water/Irrigation Vehicle and Equipment Cleanina Material Delivery and Storaae Material Use Stockpile Management Spill Prevention and Control Solid Waste Manaoement Hazardous Waste Manaoement Concrete Waste Manaoement CASQA Designation Construction Activity EC-7 EC-8 EC-9 EC-11 SE-1 \ SE-3 SE-4 SE-5 SE-6 \ SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 ''Grading/Soil Disturbance Trenching/Excavation Stockpiling Drilling/Boring Concrete/Asphalt Saw cutting Concrete flatwork Paving Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Staging/Lay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): 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 along the top ofthe fomn. 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 ofthe 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 Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover vAVn a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To leam 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. E-29 Page 2 of 3 REV 4/30/10 CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:06/18/13 PROJECT NAIVIE: LIN RESIDENCE PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2732 ARLAND DR VALUATION: PROJECT ID: CB13-1394 APN: 156-142-56 mis plan check^j^ew is complete and has been APPROVED by the ENGINEERING Division. By: A Final Inspection by the Division is required Yes / No X This plan check review is NOT COMPLETE, items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED 'X' NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: MASH0ui729@An.NET You may also have corrections from one or more ofthe divisions Usted below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should Include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: PUMNfNi 7606024810 76(M»2'2reO 7604024665 i> (,^ - (;!* 0 --'I- S -4 Chrls.Sexton@carlsbadca.gov / Kathleen Lawrence ^ 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 760-602-4663 Gregorv.Rvan@carlsbadca.gov RUIZ f 'o()-Ci02-4C> iS Glna.Rulz@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.fiov Csricly Wong 760-602-4662 Cvnthia.Wonfi@carlsbadca.fiov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.fiov Remarks: Set# PROPERTY LINE DIMENSIONS/ INCORREC SEE APPI^OVED PAReEL MAP Any outstanding issues will be marked with X • Make the necessary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with / 1. SITE PLAN Provide a fully dimensioned site pian drawn to scale. Show: / North arrow / Bi^ng & proposed structures v-^7E5(istlng street Improvements . X 1/ Property lines (show all dimensions) ^ / Easements / Right-of-way width & adjacent streets / Driveway widths / Existing or proposed sewer lateral / Existing or proposed water service Submit on signed approved plans: DWG No. Show on site pian: / Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an appnjved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away fi'om building'. Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on titie sheet: / Site address / Assessor's parcel number / Legal description/bt number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show ali existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: PARCEL A Subdivision/Tract: MS 08-06 Reference No(s): 20908 E-36 Page 2 of 6 REV 6/01/12 Set# 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20.000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carisbad, cost $605.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS NIA WITH MS 08-06. NIA11-01 All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000.00. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Construction of the public Improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 441 00 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 pemiit. Future public improvements required as follows: E-36 Page 3 ore REV6«W10 Set# 1 5. GRADING PERMIT REQUIREMENTS Jy SHOW CUT, FILL, IIVIPC EXPORX^ND REMEDIAL CY'S ON/LANS X The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Inadequate infonnation available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans, if no grading is proposed write: "NO GRADING" Grading Pennit required. NOTE: The grading pennit must be issued and rough grading approval obtained prior to issuance of a building pennit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading pennit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building pennit. No grading pennit required. Minor Grading Pennit required. See attached mari<ed-up submittal checl<list for project- specific requirements. 6. MISCELLANEOUS PERMITS N/A RIGHT-OF-WAY PERMIT is required to do woric 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 constmction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: E-36 Page4or6 REV 6/01/12 Set# 1 7. STORM WATER Construction Compliance / Project Threat Assessment Fomn complete. Enclosed Project Threat Assessment Fonn incomplete. / Requires Tier 1 Stonn Water Pollution Prevention Plan. Please complete attached fomn and retum (SW sw 13-209 ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Deveiopment (SUSMP> Compliance / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. fittD://wvtfw.carlsbadca.qov/business/buildina/Documents/EnaStandsw-stds-vol4-ch2.Ddf PLEASE INDieATE ON PLANS WHAT STRATECHES WJiL BE INCOftPORATEWpOlf LOV)nM^C^ DEWELOPWNT X Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden '^K^ ^ Pervious pavem&rt^^ Flow-through pianterA/egetated or rock drip line •~yegetji|gd swales or rock infiltration swajes___-..> 1^ ^^P^^-Doyfflspouts disconneeLand-disf-hflrgq oveL JaDfl»<'-af»«»^ Other: E-36 Page 5 (rf 6 REV 6/01/12 Set# 1 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be V*. FYI FYI 8. FEES Required fees have been entered in building pennit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstmcted facility Fire sprinklers required / yes Upgrade yes No fees required yes yes yes yes no no no no no (Is addition over 150' from center line) no 10. Additional Comments 1. SHOW FF ELEVATION FOR PROPOSED DWELLING. 2. WILL RUN OFF BE COLLECTED BY GUTTERS? IF YES, HOW WILL THE LANDSCAPING BE PROTECTED FROM HIGH VELOCITY FLOWS /Cim+TOW WILL THE RUN OFF BE FILTERED FOR STORM WATER REQUIREMEIW<? Attachments: E-36 Engineering Application Storm Water Fonii Page 6 of 6 Right-of-Way Applicatlon/lnfo. Reference Documents B REV 6/01/12 CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK R€VtEW CHECKLIST-^ P-28 Oi.^?fiW^ Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: 8/19/13 PROJECT NAME: 2ND DWELLING UNIT/DECK/GARAGE PROJECT ID: PLAN CHECK NO: CB131394 SET#: ADDRESS: 2734 ARLAND RD APN: This plan check review is complete and has been APPROVED by the fi/UUUiAS^ Division. Division is required DYes ^NO A Final Inspection by the Vou may also have corrections from one or more of the divisions listed beiow. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from ail divisions. n^^^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: mashoul729@att.net For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Cfiris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Katfileen.Lawrence@carlsbadca.gov 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov X Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontlveros@carlsbadca.gov 1 Cindy Wong 760-602-4662 Cvnttiia.Wonfi@carlsbadca.gov • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Plan Check No. CB131394 Address 2734 ARLAND RD Date 8H^3 Review #yf Planner GINA RUIZ Phone (760) 602- 4675 Type of Project & Use: SDU/DECK/GARAGE Net Project Density: DU/AC Zoning: RJ. General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) REVIEW #: 12 3 Legend: ^ Item Complete Item Incomplete - Needs your action S • • Environmental Review Required: YES • NO ^ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval; • • Discretionary Action Required: YES • NO g] 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: • • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO lEl CA Coastal Commission Authority? YES • NO IEI 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): • • Habitat Management Plan TO BE PAID WITH ISSUANCE OF SINGLE FAMILY HOME Data Entry Completed? YES • NO I3 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Pius (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) • • Inclusionary Housing Fee required: YES • NO ^ TO BE PAID WITH ISSUANCE OF SINGLE FAMILY HOME (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO K (/VP/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) IE! • Housing Tracking Form (form p-20) completed: YES IE1 NO • N/AQ p-28 Page 2 of 3 07/11 Site PI See additional comments below City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability: YES • NO |EI • • 2. Project complies; YES • NOJH Zoning; • • 1. Setbacks: Front; Required 20; Shown 87.5' Interior Side: Required 62! Shown 6.4' & 20.11" Street Side; Required n/a Shown n/a Rear; Required 12^1 Shown 28.9' Top of slope; Required n/a Shown n^ • • 2. Accessory structure setbacks; SEE ABOVE Front; Required Shown Interior Side; Required Shown Street Side; Required Shown Rear; Required Shown Structure separation; Required Shown • • 3. Lot Coverage; Required 40% MAX Shown 6.6% • • 4. Height; Required 30' (SHEET A-3 STATES 4:12 PITCH) Shown 24' • • 5. Parking; Spaces Required GARAGE Shown 24'X24' (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments #1. PLEASE FILL OUT AND RETURN ATTACHED FORM P-20 - HOUSING TRACKING FORM. #2. PLEASE ADD THE ASSESSOR PARCEL NUMBER 156-142-54-00 TO THE PLANS. #3. PLEASE REVISE THE "SETBACK REQUIRED" INFORMATION ON SHEET A-1 TO READ REQUIRED SETBACKS OF: FRONT 20' SIDE: 6.2' REAR: 12.4'. PLANCHECK #2: #1. PLEASE CHANGE THE ASSESSOR PARCEL NUMBER TO READ: 156-142-54-00 TO THE PLANS. #2. PLEASE REVISE THE '^SETBACK REQUIRED" iNFORMATiON ON SHEET A-1 TO READ REaUlRED SETBACI^ OF: FRONT; 20* SIDE: 6.2' REAR: 12.4'. #3. THE EXISTING GARAGE AND PATIO NiED TO BE REMOVED. PLEASE ADD THE DEMOLITION OF THE STRUCTUR6 TO THE PLANS. OR AfPLY FOR A SEPARATE DEMO PERMIT THROUGH THE BUILDING DiViSION. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTERrfSy^ DATE :^/3 P-28 Page 3 of 3 07/11 Structure Calculation For New 2 Story Building 2740 Arland Road Carslbad, CA 92008 Peter Chao & Associates 1139Belbury Dr. Walnut, CA 91789 RECEIVED JUN 0 6 2013 CITY OF CARLSBAD BUILDING DlVrSION DESIGN LOAD Dead Load; (Roof) Asphalt Single 4.00 psf '/2" Plywood Sheeting 1.50 psf Roof Framing 3.20 psf Insulation 1.00 psf Fire Sprinkler 2.00 psf Gypsum Board 2.80 pst Misc. 1.00 psf Total: 15.50 psf Live Load; (RooO 20 psf Dead Load: (Floor) Flooring 1.20 psf 5/8" Plywood Sheeting 2.00 psf Floor Joist 3.30 psf Gypsum Board 2.80 psf Misc. 2.70 psf Total; 12.00 psf Live Load: (Floor) 40 psf Exterior Wall - 15 psf Interior Wall- - - —- 10 psf Roof System Design RAFTER W (total load) = (D.L + L.L) * 1.33= Use Douglas fir -Larch #2 Fv= 180 psi, 38.17 plf E= 1600000 psi Cr=1.15 2x6 Fb=(lb) 900 A=(sq. in) 8.25 E=(psi) 1600000 2x8 Fb=(lb) 900 A=(sq. in) 10.88 E=(psi) 1600000 2x 10 Fb=(lb) 900 A=(sq. in) 13.88 E=(psi) 1600000 2x 12 Fb=(lb) 900 A=(sq. in) 16.88 E=(psi) 1600000 Ll= Maximum allowable span from maximum moment L2= Maximum allowable span from maximum shear L3= Maximum allowable span from total load allowable deflectior L/240 Ll= .^{Fb*\.25*\.\5* S)/i\.5W) L2= 2*((Fv* A* 1.25)/ (1.5*W)) + d/L L3= y(EI 1240) * (384 / 5) * (1.25 /(«^ * 12 * 12)) (Control) size@16" o.c S (in)^ I (in)-* Ll(ft.) L2(ft.) L3(ft.) 2x6 7.56 20.80 13.07 64.84 13.43 2x8 13.14 47.64 17.23 85.47 17.70 2x 10 21.39 98.93 21.99 109.05 22.58 2x 12 31.64 177.98 26.74 132.63 27.47 Hip/Valley + W = (L/1.414)*(L.L+D.L) = (L/L414)*( 20.00 M = 0.1283*(W*L^/2) S =(M*12)/(1.25*Fb) L^ = 0.07983*Fb*S 10.795*A Ra = (W*L)/2 * (2/3) = (1.25*95*A)/L5 8.70 ) psf* 1.33 Hip/Valley/Ridge BM. S(in)' A(in)2 Fb(lb) Wl(plf) L(allow)(ft) 2x8 13.71 10.88 900.00 38.17 9.05 2x10 21.39 13.88 900.00 38.17 10.50 2x12 31.64 16.88 900.00 38.17 11.96 2-2x12 63.28 34.50 900.00 38.17 15.07 4X10 49.91 33.25 1000.00 38.17 14.43 4x12 73.83 40.25 1000.00 38.17 16.44 Ceiling Joist Max. Span Ceiling joist span(ft.) M(in-k) S(in^ Size@16 " o.c deflection A E(psi) W(plf) l(inf 12.50 5.61 5.70 2x6 0.23 1600000 23.94 20.80 17.00 9.69 12.60 2x8 0.32 1600000 22.34 47.64 21.00 14.78 20.60 2x10 0.36 1600000 22.34 98.93 23.00 17.73 31.64 2x12 0.29 1600000 22.34 177.98 allowabl e A L/240 0.625 0.85 1.05 1.15 WINDOW AND DOORS HEADER DESIGN E= 1600000 psi W= 10X(15.5 +20) = Roof 355 plf Header Span (ft) M(in-k) S (provide) Header Size deflection S (reguired) W 1 V(ib) 3 0.40 7.15 4x4 0.0 0.47 355 12.51 533 4 8.5 17.65 4x6 0.0 10.02 355 48.53 710 6 19.2 30.66 4x8 0.0 22.55 355 111.1 1065 8 34.1 49.91 4x10 0.1 40.09 355 230.8 1420 M S . Mx 1000 '^required _ ft /b = 850 psi for Douglas Fir-Larch, N02 (4x ) 4x4 S = 7.146 in3, 4X6 S =17.65 in3, 4x8 S = 30.66 in3, 4X10 S = 49.91 in3, 4x12 S = 73.83 in3, 4X14 S = 102.4 in3, 6X6 S = 27.73 in3, 6X8 S = 51.56 in3, 6X10 S = 82.73 in3, 6X12 s = 121.2 in3, WINDOW AND DOORS HEADER DESIGN (1st Floor) E= 1600000 psi W = 10X(15.5 +20)+5x(12+40)+3xl5 Roof 615 plf Header Span (ft) M(in-k) S (provide) Header Size deflection s (reguired) W 1 V(lb) 3 0.36 7.15 4x4 0.0 0.42 320 12.51 480 4 14.8 30.66 4x8 0.0 17.36 615 48.53 1230 6 33.2 49.91 4x10 0.1 39.07 615 111.1 1845 8 59.0 102.4 4x14 0.1 69.46 615 230.8 2460 WOOD COLUMN DESIGN Douglas Fir-Larch #1 Grade: 4x 6x Fc= 13.750 iE= 1.7 xE6 psi Fc= 1000 psE= 1.6 xE6 psi Column Axial Capacity (kips) x gzE 3GHf , m 4XB 6XB m 6X10 m .. -. - 8X10 - A 7-0' 108 15.1 20.0 ' 29.2 39.8 50.4 ' 55,6 70.4 8-0' 83 123 162 28.4 38,8 49.1 55.2 eag g-0' 6.6 9.7 128 27.3 373 472 51.7 69.2 la-o' 1 5,3 79 10.4 25.8 35.2 44.6 538 682 11'^' 43 65 86 23.7 324 41,1 527 668 \ 12-0' 37 5.4 72 21.2 28,9 36.6 51.3 64.9 13-0' 31 46 61 181 247 31.3 49.4 626 14-0' 27 40 5.2 156 21.2 ^.9 471 59,7 15-0' 135 184 23.4 44.2 56.0 16-0' 11.9 162 23.5 40.7 51.5 LOAD QN STRUCTURE MEMBER ROOF STRUCTURE MEMBER 1. Roof Dead Load (R.D.)= 2. Roof Live Load (R.L.) = 3. Ceiling Dead Load (CD.) = 4. Ceiling Live Load (CL.) = 5. Roof Dead Load (not including ceiling)= 15.50 psf 20 psf 6.80 psf 10 psf 8.70 psf Member Load Type Load Value (psf) or (lb) Distrubuted Area or Width (ft)^ or (ft) Load Subtotal (plf) or (lb) RBI Roof-D.L. 15.5 40 620 Ib Roof-L.L. 20 40 800 lb Ceiling-D.L. 6.8 1.33 9.04 plf Ceiling-L.L. 10 1.33 13.30 plf RB2 Roof-D.L. 15.5 39.1 606.05 lb Roof-L.L. 20 39.1 782 lb Ceiling-D.L. 6.8 1.33 9.04 plf Ceiling-L.L. 10 1.33 13.30 plf RB3 Roof-D.L. 15.5 39.3 609.15 lb Roof-L.L. 20 39.3 786 lb Ceiling-D.L. 6.8 1.33 9.04 plf Ceiling-L.L. 10 1.33 13.30 plf RB4 Load form RB2 1086 Ib Load form RB3 1044 lb Ceiling-D.L. 6.8 12.7 86.36 plf Ceiling-L.L. 10 12.7 127.00 plf HDRl Roof-D.L 15.50 5.50 85.25 plf Roof-L.L 20.00 5.50 110.00 plf Wall-D.L. 15.00 2.00 30.00 plf Load from RB I 917.00 lb HDR2 Roof-D.L 15.50 6.00 93.00 plf Roof-L.L 20.00 6.00 120.00 plf Member Load Type Load Value (psf) or (lb) Distrubuted Area or Width {ny or (ft) Load Subtotal (plf) or (lb) Wall-D.L. 15.00 2.00 30.00 plf Load from RB2 698.00 lb HDR3 Roof-D.L 15.50 5.50 85.25 plf Roof-L.L 20.00 5.50 110.00 plf Wall-D.L. 15.00 2.00 30.00 plf Load from RB3 747.00 lb HDR4 Roof-D.L 15.50 8.50 131.75 plf Roof-L.L 20.00 8.50 170.00 plf Wall-D.L. 15.00 2.00 30.00 plf Load from RB4 2217.00 lb ©Woodworks ddMPANY May 21, 2013 21:35 PROJECT RB1 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Ceiling-D.L. Dead Full UDL 9.0 plf Ceiling-L.L. Live Full UDL 13.3 plf Roof-D.L. Dead Point 6 .17 620 lbs Roof-L.L. Live Point 6.17 800 lbs IVIAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 429 488 421 478 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 917 898 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0 . 50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x12" Self-weight of 9.35 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Aliowable Stress (psi and Deflection (in) using NDS 2005 ; Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 34 fb = 822 0.10 = <L/999 0.22 = L/691 Fv' = 180 Fb' = 964 0.42 = L/360 0.63 = L/240 fv/Fv' = 0.19 fb/Fb' = 0.85 0.23 0 . 35 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1. 00 -_ 1. 00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1. 00 0 . 973 1.100 1.00 1.00 1.00 1.00 2 Fcp' 625 1. 00 1.00 --1.00 1.00 - E' 1.6 million 1.00 1.00 --1. 00 1. 00 2 Emin' 0.58 million 1.00 1.00 --1. 00 1. 00 2 Shear : LC #2 = D+L, V = 917, V design = 888 lbs Bending(+): LC #2 = D+L, M = 5055 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 664e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind l=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks sorrwMif f Oft wooi> fm'iaiv COMPANY May 21, 2013 21:36 PROJECT RB2 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Ceiling-D.L. Dead Full DDL 9.0 plf Ceiling-L.L. Live Full UDL 13.3 plf Roof-D.L. Dead Point 6.75 606 lbs Roof-L.L. Live Point 6.75 782 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 393 443 442 505 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 836 947 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1. 00 #2 0. 50* 1. 00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x12" Self-weight of 9.35 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 35 fb = 800 0.09 = <L/999 0.21 = L/710 Fv' = 180 Fb' = 9 64 0.42 = L/360 0.63 = L/240 fv/Fv' = 0.19 fb/Fb' = 0.83 0.22 0.34 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1. 00 1 . 00 --1.00 1.00 1.00 2 Fb' + 900 1.00 1. 00 1 . 00 0.973 1.100 1.00 1.00 1.00 1.00 2 Fcp ' 625 -1. 00 1.00 --1. 00 1.00 - E' 1. 6 million 1.00 1 .00 --1.00 1.00 2 Emin ' 0 . 58 million 1.00 1 , 00 --1.00 1.00 2 Shear LC #2 = D+L, V = 947, V design = 918 lbs Bending(+): LC #2 = D+L, M = 4924 Ibs-ft Deflection: LC #2 LC #2 = D+L = D+L (live) (total) EI = 664e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks ^bMPANY May 21, 2013 21:36 PROJECT RB3 Design Checl< Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Ceiling-D.L. Dead Full UDL 9.0 plf Ceiling-L.L. Live Full UDL 13.3 plf Roof-D.L. Dead Point 5.58 609 lbs Roof-L.L. Live Point 5 . 58 786 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 452 518 387 434 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 970 821 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1. 00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x12" Self-weight of 9.35 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 36 fb = 800 0.09 = <L/999 0.21 = L/712 Fv' = 180 Fb' = 964 0.42 = L/360 0.63 = L/240 fv/Fv' = 0.20 fb/Fb' = 0.8 3 0.22 0.34 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1. 00 --1.00 1. 00 1. 00 2 Fb'+ 900 1.00 1.00 1.00 0 . 973 1.100 1.00 1.00 1.00 1. 00 2 Fcp' 62 5 1.00 1.00 --1. 00 1.00 - E' 1.6 million 1.00 1. 00 --1.00 1. 00 2 Emin' 0.58 million 1.00 1.00 --1 . 00 1 . 00 2 Shear : LC #2 = D+L, V = 970, V design = 940 lbs Bending(+): LC #2 = D+L, M = 4921 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 664e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks SOf-'fWAiSf ron WOOO til'SKiN COMPANY May 21, 2013 21:37 PROJECT RB4 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Ceiling-D L. Dead Full UDL 86.4 plf Ceiling-L L. Live Full UDL 127 . 0 plf Load from RB2 Dead Point 4 .75 1086 lbs Load from RB3 Dead Point 5.25 1044 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored; Total Bearing: Load Comb Length Cb 1685 683 1535 683 Unfactored: Dead Other Factored; Total Bearing: Load Comb Length Cb 2368 2217 Unfactored: Dead Other Factored; Total Bearing: Load Comb Length Cb #2 0. 69 1.00 #2 0. 65 1.00 Timber-soft, D.Fir-L, No.2, 6x12" Self-weight of 15.02 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 51 fb = 865 0.04 = <L/999 0.25 = L/518 Fv' = 170 Fb' = 8 68 0.36 = L/360 0.54 = L/240 fv/Fv' = 0.30 fb/Fb' = 1.00 0.12 0 .46 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1. 00 1.00 --1.00 1.00 1.00 2 Fb ' + 875 1.00 1. 00 1.00 0.992 1.000 1.00 1.00 1.00 1.00 2 Fcp ' 625 -1. 00 1.00 --1.00 1.00 - E ' 1.3 million 1.00 1.00 --1.00 1.00 2 Emin ' 0 .47 million 1. 00 1.00 --1.00 1.00 2 Shear LC #2 = D+L, V = 2368, V design = 2149 lbs Bending ( + ) : LC #2 = D + L, M = 8741 Ibs-ft Deflection: LC #2 = D + L (live LC #2 = D + L (total) EI = 906e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ® Woodworks" COMPANY May 21, 2013 21:37 PROJECT HDRl Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full UDL 85.3 plf Roof-L.L. Live Full UDL 110.0 plf Wall-D.L. Dead Full UDL 30.0 plf Load from RBI Dead Point 3.25 917 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): Unfactored; Dead Other Factored; Total Bearing: Load Comb Length Cb 709 302 876 302 Unfactored; Dead Other Factored; Total Bearing: Load Comb Length Cb 1011 1178 Unfactored; Dead Other Factored; Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0 . 54 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 61 fb = 808 0.01 = <L/999 0.08 = L/846 Fv' = 180 Fb' = 1161 0.18 = L/360 0.28 = L/240 fv/Fv' = 0.34 fb/Fb' = 0.70 0.07 0.28 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 18 0 1.00 1.00 1.00 --1. 00 1. 00 1.00 2 Fb'+ 900 1.00 1.00 1. 00 0.993 1.300 1.00 1.00 1.00 1. 00 2 Fcp' 625 1 . 00 1. 00 --1. 00 1. 00 - E' 1.6 million 1.00 1.00 --1.00 1.00 2 Emin' 0.58 million 1.00 1 . 00 --1 . 00 1.00 2 Shear : LC #2 = D+L, V = 1178, V design = 1038 lbs Bending(+): LC #2 = D+L, M = 2065 Ibs-ft Deflection: LC #2 = D + L (live) LC #2 = D+L (total) EI = 178e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks 'iOn'W%f?f f 'Olt WOO}'! (H'VK'.N COMPANY May 21, 2013 21:37 PROJECT HDR2 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full UDL 93.0 plf Roof-L.L. Live Full UDL 120.0 plf Wall-D.L. Dead Full UDL 30.0 plf Load from RBI Dead Point 2.42 698 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 804 360 668 360 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1164 1028 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.53 1.00 #2 0.50* 1.00 Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.FIr-L, No.2, 4x8" Self-weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 60 fb = 816 0.02 = <L/999 0.09 = L/759 Fv' = 180 Fb' = 1161 0.20 = L/360 0.30 - L/240 fv/Fv' = 0.33 fb/Fb' = 0.70 0 .10 0 . 32 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV 180 1.00 1.00 1. 00 -1. 00 1.00 1.00 2 Fb ' + 900 1.00 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 2 Fcp ' 625 -1.00 1.00 -1. 00 1.00 - E' 1 . 6 million 1. 00 1.00 -1. 00 1. 00 2 Emin' 0 . 58 million 1. 00 1.00 -1. 00 1.00 2 Shear Bending(+) Deflection EI = LC #2 = D+L, LC #2 = D+L, LC #2 = D+L LC #2 = D+L 178e06 lb-in2 V = M = (live) (total 1164, V design 2086 Ibs-ft 1013 lbs Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 ©Woodworks :i(mw/^«f f ou WOOD Ofivcw COMPANY May 21, 201321:38 PROJECT HDR3 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full UDL 85.3 plf Roof-L.L. Live Full UDL 110.0 plf Wall-D.L. Dead Full UDL 30.0 plf Load from RBI Dead Point 0 . 58 747 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 878 220 349 220 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1098 569 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50 1.00 #2 0.50* 1. 00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x6" Self-weight of 4.57 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 77 fb = 478 0.01 = <L/999 0.04 = <L/999 Fv' = 180 Fb' = 1170 0.13 = L/360 0.20 = L/240 fv/Fv' = 0.43 fb/Fb' = 0.41 0.06 0 . 18 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 --1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 2 Fcp' 62 5 -1. 00 1.00 --1. 00 1.00 - E' 1.6 million 1.00 1.00 --1.00 1.00 2 Emin' 0.00 million 1.00 1.00 --1.00 1.00 2 Shear : LC #2 = D+L, V = 1098, V design = 992 lbs Bending(+) : LC #2 = D+L, M = 703 Ibs-ft Deflection: LC #2 = D+L (live LC #2 = D+L (total) EI = 78e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks* COMPANY May 21, 2013 21:38 PROJECT HDR4 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full UDL 131.8 plf Roof-L.L. Live Full UDL 170.0 plf Wall-D.L. Dead Full UDL 30.0 plf Load from RB4 Dead Point 0 .42 2217 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 1 0' 4< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2322 340 567 340 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2662 907 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 1.22 1.00 #2 0 . 50* 1.00 *Min bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weight of 6.03 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Def1 ' n Total Defl'n fv* = 109 fb = 47 6 0.01 = <L/999 0.03 = <L/999 Fv' = 180 Fb' = 1164 0.13= L/360 0.20 = L/240 fv*/Fv' = 0.60 fb/Fb' = 0.41 0 . 04 0.13 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 --1. 00 1 .00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1. 00 1 .00 2 Fcp' 62 5 -1.00 1.00 --1. 00 1 .00 - E' 1.6 million 1.00 1.00 --1. 00 1 .00 2 Emin' 0.58 million 1.00 1.00 --1. 00 1 .00 2 Shear : LC #2 = D+L, V = 2662, V design* = 1841 lbs Bending(+): LC #2 = D+L, M = 1216 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D + L (total) EI = 178e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. FLOOR STRUCTURE MEMBER 1. Roof Dead Load (R.D.) = 15.50 psf 2. Roof Live Load (R.L.) = 20 psf 3. Ceiling Dead Load (CD.) = 6.8 psf 4. Ceiling Live Load (CL.) = 10 psf 5. Roof Dead Load (not including ceiling)(R.Dl) 8.70 psf 6. Floor Dead Load(F.D.) = #REF! psf 7. Floor Live Load(F.L.) = 0 psf psf For the case of Type 4 Irregularity—2nd floor shear wall supported by floor beam. Provide special seismic load combination check. For Allowable Stress Design: (I.O + O.ISDS)D + 0.525C^oQE + 0.75(Lr) + 0.75 L Case A (0.6 - 0.14SDS)D + 0.7QoQE - —Case B SDS = 0.843 Q0= 3 (I.O + O.IOSDS)D= 1.08 D (0.6-0.14SDS)D= 0.48 D 0.525QoQE = 0.525x3QE/0.7 = 2.25 QE 0.7 QoQE = 0.7x3 QE/0.7= 3 QE 1.08 D + 0.75(Lr) + 0.75L + 2.25 QE —Case A 0.48 D + 3 QE - - Case B (for uplift) Member Load Type Load Value (psf) or (lb) Distrubuted Area or Width (ft)^ or (ft) Load Factor* Load Subtotal (plf) or (lb) GDR-(A) Floor-D.L 12 1.33 1.08 17.24 plf Floor-L.L 40 1.33 0.75 39.90 plf Wall-D.L 15 9 1.08 145.80 plf RoofL.L. 15.5 6.6 1.08 110.48 plf Roof D.L. 20 6.6 0.75 99.00 plf Deck L.L. 40 2.33 0.75 69.90 plf Deck D.L. 12 2.33 1.08 30.20 plf Seismic 1 518.3 1 2.25 1166.18 lb Seismic2 -518.3 1 2.25 -II66.I8 lb GDR-(B) Floor-D.L 12 1.33 0.48 7.66 plf Wall-D.L 15 9 0.48 64.80 plf Roof D.L. 20 6.6 0.48 63.36 plf Deck D.L. 12 2.33 0.48 13.42 plf Seismic 1 -518.3 1 3 -1554.90 Ib Seismic2 518.3 1 3 1554.90 lb Member Load Type Load Value (psf) or (lb) Distrubuted Area or Width (fty or (ft) Load Subtotal (plOor(lb) FLOOR STRUCTURE MEMBER FBI Balcony D.L. 12.00 2.50 30.00 plf Balcony L.L. 40.00 2.50 100.00 plf Railing D.L. 15.00 3.00 45.00 plf FB2 Stairway D.L. 15.00 7.33 109.95 plf Stairway L.L. 60.00 7.33 439.80 plf FB3 Floor-D.L 12 1.33 1 15.96 plf Floor-L.L 40 1.33 I 53.20 plf Wall-D.L 10 9 1 90.00 plf Load from RB I 917.00 lb Load from RB4 2368.00 lb Roof D.L. 8.70 65.90 573.33 lb RoofL.L. 20.00 65.90 1318.00 lb Ceiling D.L. 6.80 12.70 86.36 plf Ceiling L.L. 10.00 12.70 127.00 plf FB4 Floor-D.L 12 1.33 1 15.96 plf Floor-L.L 40 1.33 1 53.20 plf Roof D.L. 8.70 70.60 614.22 lb RoofL.L. 20.00 70.60 1412.00 lb 2 ply TJI 1 loor joist Floor-D.L 12 1.33 1 15.96 plf Floor-L.L 40 1.33 I 53.20 plf Roof D.L. 8.70 42.00 365.40 lb RoofL.L. 20.00 42.00 840.00 lb ©Woodworks' COMPANY May 21, 2013 21:42 PROJECT Check Special Seismic Load Load Case A GDR Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Roof-D.L. Dead Full UDL 110.5 plf Roof-L.L. Roof live Full UDL 99. 0 plf Wall-D.L. Dead Full UDL 145.8 plf Floor-D.L. Dead Full UDL 17.2 plf Floor-L.L. Live Full UDL 40.0 plf Decl< D.L. Dead Full UDL 30.2 plf Deck L.L. Live Full UDL 69.9 plf Seismic 1 Wind Point 5.50 1166 lbs Seismic 2 Wind Point 11.25 -1166 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0' 16'-10'< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2720 2157 2720 1758 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 4338 4039 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #4 1.10 1. 00 #3 1.03 1. 00 PSL, 2.0E, 2.0E, 5-1/4x11-7/8" Self-weight of 19.48 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Shear Bending(+) Live Defl'n Total Defl'n Analysis Value fv = 86 fb = 1653 0.19 = <L/999 0.79 = L/255 Design Value Fv' = 2 90 Fb' = 2822 0.56 = L/360 0.84 = L/240 Analysis/Design fv/Fv' fb/Fb' 0.30 0.59 0 .34 0 . 94 ADDITIONAL DATA: FACTORS: F/E Fv' Fb' + Fcp' E' Emin CD 290 1.00 2900 1.00 750 2.0 million 1.04 million CM Ct 1.00 1.00 1.00 1.00 1.00 CL 0 . 972 CV 1.00 Cfu Cr 1.00 Ci Shear Bending(+) Deflection EI = LC #3 = D+.75(L+Lr), LC #3 = D+.75(L+Lr), LC #3 = D+.75(L+Lr) LC #3 = D+.75(L+Lr) 1465e06 lb-in2 V = 4039, V design = M = 16997 Ibs-ft (live) (total) Cfrt 1.00 1.00 1.00 1.00 1.00 3564 lbs Cn LC# 1.00 3 3 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ©Woodworks'^ ^iimwwf wool} in-sfct-i COMPANY May 21, 2013 21:43 PROJECT Check Uplift Load Case B Uplift of GDR Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full UDL 63.4 plf Wall-D.L. Dead Full UDL 64 . 8 plf Floor-D.L. Dead Full UDL 7.7 plf Decl< D.L. Dead Full UDL 13.4 plf Seismic 1 Wind Point 5 . 50 -1555 lbs Seismic 2 Wind Point 11.25 1555 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) A lO' A 16'-10'< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1421 1421 531 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1421 1952 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #1 0.50* 1.00 #3 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports PSL, 2.0E, 2.0E, 5-1/4x11-7/8" Self-weight of 19.48 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 30 Fv' = 261 fv/Fv' = 0.12 Bending(+) fb = 581 Fb' = 2550 fb/Fb' = 0.23 Live Defl'n 0.00 = <L/999 0.56 = L/360 0.00 Total Defl'n 0.31 = L/643 0.84 = L/240 0.37 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 0 . 90 1.00 --1.00 -1.00 1 Fb' + 2900 0 . 90 1.00 0.976 1.00 1.00 1.00 -1 Fcp ' 750 -1.00 --1.00 -- E ' 2.0 million 1.00 --1. 00 -3 Emin' 1 .04 million 1.00 --1.00 -3 Shear LC #1 = D only, V = 1421 V design = 1254 lbs Bending(+): LC #1 = D only, M = 5978 Ibs-ft Deflection: LC #2 = .6D+W (live) LC #3 = D+W (total) EI = 1465e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ©Woodworks' }^i>rfWAfff rod wottn m-'SKw COMPANY May 21, 2013 21:43 PROJECT FBI Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Balcony D.L. Balcony L.L. Railing-D.L.. Dead Live Dead Full UDL Full UDL Full UDL 30.0 100.0 45.0 plf plf plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) A lO' A 23< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1063 1150 1063 1150 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2213 2213 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.56 1.00 #2 0.56 1.00 LVL n-ply, 2.0E, 3100Fb, 1-3/4x11-1/2", 3-Plys Self-weight of 17.4 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/De sign Shear fv = 50 Fv' = 285 ^ fv/Fv' = 0.18 Bending(+) fb = 1319 Fb' = 3074 fb/Fb' = 0.43 Live Defl ' n 0.47 = L/583 0.77 = L/360 0.62 Total Defl'n 1.13 = L/244 1.15 = L/240 0.98 ADDITIONAL DATA: FACTORS Fv' Fb' + Fcp ' E' Emin' ; F/E 285 3100 750 2.0 million 1.04 million CD 1. 00 1.00 CM Ct 00 00 00 00 00 CL 0.948 CV 1.01 Cfu Cr 1. 04 Cfrt 1.00 1.00 1.00 1.00 1. 00 Ci Cn LC# 1.00 2 2 2 Shear Bending(+) Deflection LC #2 LC #2 LC #2 LC #2 D + L, D + L, D + L D+L 2028 lbs V = 2213, V design M = 12722 Ibs-ft (live) (total) EI = 444e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. ©Woodworks COMPANY May 21. 2013 21:44 PROJECT FB2 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Stairway D.L. Stairway L.L. Dead Live Full UDL Full UDL 110,0 439.8 plf plf IVIAXIMUIVI REACTIONS (Ibs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored; Total Bearing: Load Comb Length Cb 209 770 209 770 Unfactored: Dead Other Factored; Total Bearing: Load Comb Length Cb 979 979 Unfactored: Dead Other Factored; Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0.50* 1.00 *Min, bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x12" Self-weight of 9.35 plf included in loads; Lateral support. top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Cri terion Analysis Value Design Value Analysis/Design Shea r Bending(•: Live Def ^'n Total Defl'n fv = 1'' fb - i:i9 0.00 ™ • I, /9 y 9 0.00 " •-L/999 FV -'• 180 Fb' 9^4 0.12 = L/:i60 O.IS » L/IMO Ev/Fv' ' 0.10 fb/Fb' 0.1.4 0.0:: 0.02 ADDITIONAL DATA: FACTORS : F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCtt Fv' leo 1.00 1.00 1.00 -1. 00 1.00 1.00 2 Fb' + 900 1.00 1. 00 1.00 0.994 1.100 1. 00 1.00 1.00 1.00 -2 Fcp' 62 5 -1.00 1.00 -1. 00 1. 00 -- E' 1. 6 million 1.00 1.00 -1.00 1.00 -2 Emin' 0.58 million 1.00 1.00 -1.00 1.00 -2 Shear LC tt2 = D + L V " 979, V desigr 4b1 lbs Bendir g ( + ) : LC t*2 = D+L M = 856 Ibs-ft Deflection: LC tt: -L (live) LC «2 ' D+L (total) EI 664e06 lb -in2 Total Def le .:r.ion = 1 .50( Dead Load Deflection) + Live Load Deflection. D^dead L=live S=snow W=wind I^impact Lr=roof live Ali LC's are listed in the Analysis output Load combinations; ASCE 7-05 Lc=concentrated DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks' fiiwrwAsif tost woon f>f VKV,v COMPANY May 21, 2013 21:45 PROJECT FB3 Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Floor D.L Dead Full UDL 16.0 plf Floor L.L Live Full UDL 53.2 plf Wall D.L. Dead Partial UDL 0.00 12.25 90.0 90.0 plf Load from RBI Dead Point 6. 17 917 lbs Load from RB4 Dead Point 12.00 2368 lbs Roof D.L. Dead Point 11.50 573 lbs Roof L.L. Roof live Point 11. 50 1318 lbs Ceiling D L. Dead Full UDL 86.4 plf Ceiling L L. Live Full UDL 127.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 23^ Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 4479 2072 3642 2072 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 6552 5714 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 1.25 1.00 #2 1.09 1.00 PSL, 2.0E, 2.0E, 7x16" Self-weight of 35.0 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 81 fb = 1856 0.27 = <L/999 1.13= L/243 Fv' = 2 90 Fb' = 2810 0.77 = L/360 1.15 = L/240 fv/Fv' = 0.28 fb/Fb' = 0.66 0.35 0.99 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.00 -1.00 ---1. 00 -1.00 3 Fb' + 2900 1.00 -1.00 1.000 0.97 1.00 1. 00 -3 Fcp ' 750 --1 . 00 ---1.00 -- E' 2 . 0 million -1 . 00 ---1. 00 -3 Emin' 1 . 04 million -1 . 00 ---1 . 00 -3 Shear LC #3 = D + 75(L+Lr) , V = 6528, V design = 6048 lbs Bending(+): LC #3 = D + 75(L+Lr) , M = 46205 Ibs-ft Deflection: LC #3 = D + 75(L+Lr) (live) LC #3 = D + 75(L+Lr) (total) EI = 4779e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. SFORTE MEMBER REPORT Level. Floor: Flush Beam 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL PASSED Overall Length: 23' 7" 1. 23' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. I i Design Results Acuwl 9 Location Allowed Rasiill U3F Load: Combination (Pattem) ••'"•"~''^VVf/f\,iimJ^.i-TVi.,, 1 nil .•mini, Member Reaction (Ibs) 1570 @ 23' 5" 5020 (2.25") Passed (31%) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 1498 @ 22' 3 5/8" 15066 Passed (10%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) 13901 @ 12' 37317 Passed (37%) 1.25 1,0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.476 @ 12' 0.581 Passed (L/586) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.818 @ 12' 1.153 Passed (L/341) -1.0 D + 0.75 L + 0.75 Lr (All Spans) System ; Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD ' Deflection criteria: LL (L/480) and TL (L/240). • Bracing (Lu); All compression edges (top and bottom) must be braced at 23' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve nnember stability. Supports Bearing Ungth Uads to Supports (ib 0 Acceawrles Supports Total Available Required Dead Floor Uve Roof Live Total Acceawrles 1 - stud wall - SPF 3.50" 2.25" 1.50" 671 472 693 1836 11/4" Rim Board 2 • Stud wail - SPF 3.50" 2.25" 1.50" 682 472 719 1873 1 1/4" Rim Board Rim Board is assumed to carry all loads applied directly above it bypassing the member being designed. Loads Location Tributary Width (0.90) ^ioor Uve (1.00) Roof Live (non-snow: 1.25) comments 1 - Uniform(PSF) 0 to 23' 7" r 12.0 40.0 Residentiai - Living Areas 2 - Point(lb) 12' N/A 614 1412 Wey»haeuser Notes Weyerfiaeuser warrants that the sizing of its products wiil be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details, (www woodbywy.com) Accessories (Rim Board, Bloci<ing Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes 5,/20.2Q13 7:37 55 PM Forte i/4.0 Design Engine: V5,6,1,203 Floor.Jotst.4te Page 1 of 1 mPORTE MEMBER REPORT Level, Floor: Joist 2 piece(s) 11 7/8" TJI® 560 @ IGWE PASSED Overall Length; 23' 7" 23' 0 All locafions are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. f i t^esign Resuils Actual fl^ ifOcstion Allowed Residt LDF Load: CombiliNtion (^tteni) Member Reaction (Ibs) 1347 @ 2 1/2" 3491 (2.25") Passed (39%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 1337 @ 3 1/2" 5125 Passed (26%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs) 8058 @ 7' 3" 23750 Passed (34%) 1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load Defl. (in) 0.394 @ U' 3 1/16" 0.579 Passed (L/706) 1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (In) 0.585 @ 11' 2 11/16" 1.158 Passed (L/475) -1.0 D + 0.75 L + 0.75 Lr (All Spans) T>Pro™ Rating 46 40 Passed -- • Deflection criteria: LL (L/4B0) and TL (L/240). • Bradng (Lu): All compression edges (top and bottom) must be braced at 7' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deci< has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panei (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro™ Rating include: None System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Supports Totai Available Required Dead Moor Live Roof Live Total Accessories 1 • stud wall - SPF 3.50" 2.25" 1.75" 443 629 585 1657 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2,25" 1.75" 300 629 255 1184 1 1/4" Rim Board • Rim Board is assumed to carry ail loads applied directly above it, bypassing the member being designed. Loads location Spadng Dead (0.90) Floor Live (»,<») Roof Live (non-snew: 1.15) Comments 1 - Uniform(PSF) 0 to 23' 7" 16" 12.0 40.0 Residential - Living Areas 2 • Point(lb) 7' 3" N/A 365 840 Weyerhaeuser Notes Weyerhaeuser warrants tiiat the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details, (www.woodbyv^.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABIE FORESTRY INITIATIVE Forte Software Operator hnng c,„ 199;}(.^ Job Notes 5/20/2013 7:24-32 PM ••orte v4 0. Design Engine: V5 G 1,203 Floor Joist. 4te Page ! of 1 li?P7c5| Forte SOLUTIONS REPORT Leve/, F/oor; Joist ^ ^ /"•^ USIASU software Currctit Solution: 1 piece(s) 11 7/8" TJI® 560 @ 12" OC PASSED Overall Length: 23' 7" All Dimensions are Horizontal; Drawing is Conceptual BifiMi/RAsiBils Actual O Location Alowed Result LDF Member Reaction (Ibs) 608 @ 23' 4 1/2" 1396 Passed (44%) 1..00 Shear (Ibs) 598 @ 3 1/2" 2050 Passed (29%) 1.00 Moment (Ft-lbs) 3489 @ 11' 9 1/2" 9500 Passed (37%) 1.00 Live Load Defl. (in) 0.410 @ 11' 9 1/2" 0.772 Passed (L/678) -- Total Load Defl. (in) 0.533 @ 11' 9 1/2" 1.158 Passed (L/522) -- TJ Pro Rating 38 Any Passed System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD AIIPrci^MCtSolMti ons , . . 1 Depth •®6Stf CSS Plies Spacing TJ-Pro Rating Wood Volume 11 7/8" TJI® 560 1 12" 38 2.00 The purpose of tfiis report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an individual Member Report for submittal purposes. Forte™ Software Operator Job Notes j Pelei Ch'do Pole' GHao » Af„scci.)t,!s ! _ : |B26; Sa:i S!'29 7,/22,.''2011 11:42:20 AM •level® Forte"-'v2, !, Design Engine: V5.2.1.t Floor Joist.4te Pago 1 ot 1 LATERAL ANALYSIS Wind Load (Simplified Method) Structure Condition: Single Story with gable roof 1. Mean Roof Height = 2. Basic Wind Speed V(3 senond gust) = 3. Occupancy Category = 4. Importance Factor I = 5. Exposure Category = 6. Height and Exposure Adjustment coefficent X '• 7. Topographic Factor Kzt = 8. Zone A —-ps30 = 9. Zone C—-ps30 = 21.5 85 n 1_ B 1.25 1_ 15.70 10.50 ft. mph psf psf Ps = ?tKztI ps30 (for Zone A) = Ps = %YJX\ ps30 (for Zone C) = 19.63 13.13 psf psf Building's Longitudinal width = Building's Transverse width = 28.00 26.60 Zone A width The Least of: 2a = 2 X 10% X Transverse Width and 2a = 2 X 0.4 X Mean Roof Height = 5.32 17.20 fl. ft. (Conrtrol) Zone C width Longitudinal Direction Transverse Direction— 22.68 21.28 Longitudinal Direction Wind Load Zone Wind Presure (psf) Zone Width (ft) Zone Height (ft) Horzontal Force (lb) A 19.625 5.32 21.5 2244.708 C 13.125 22.68 21.5 6400.013 Total Base Shear 8644.72 Transverse Width Direction Wind Load Zone Wind Presure (psf) Zone Width (ft) Zone Height (ft) Horzontal Force (lb) A 19.625 5.32 21.5 2244.708 C 13.125 21.28 21.5 6004.95 Total Base Shear 8249.658 Seismic Load (Equivalent Lateral Force Procedure) Roof Dead Load = 15.50 psf Floor Dead Load = 12.00 psf Exterior Wall Dead Load = 15.00 psf Exterior Wall Dead Load = 15.00 psf interior Wall Dead Load = 10.00 psf interior Wall Dead Load = 10.00 psf Wall Height (h) = 9 ft. Wall Height (h) = 8 ft. 1. Total Building Weight: a. Roof Area = 915 sf X 15.50 psf = 14182.5 lb b. Exterior Wall Length = 101 ft. X 15.00 psfx0.5h = 6817.5 lb c. Interior Wall Length = 42.5 ft. X 10.00 psfx0.5h = 1912.5 lb d. Floor Area = 826.1 sf X 12.00 psf = 9913.2 lb b. Exterior Wall Length = 101 ft.x 15.00 psfx0.5h = 12877.5 lb c. Interior Wall Length = 0 ft. X 10.00 psfx0.5h = 1912.5 lb Total Building Weight (W) = 47615.7 lb 2. Seismic Data Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.170326 Longitude =-117.338937 Spectral Response Accelerations Ss and Sl Ss and S1 = Mapped Spectral Acceleration Values Site Class D - Fa = 1.0 ,Fv = 1.5 Data are based on a 0.009999999776482582 deg grid spacing Period Sa (sec) (gj ^ ' (Ss, Site Class D) (SI, Site Class D) 0.2 1 1.265 0.478 Spectral Response Accelerations SMs and SMI SMs = Fa X Ss and SMI = Fv x Sl Site Class D- Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1 1.265 0.727 (SMs, Site Class D) (SM1, Site Class D) Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SMI Site Class D- Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (gX 0.2 1 0.843 0.485 (SDs, Site Class D) (SD1, Site Class D) 3. Seismic Base Shear a. Seismic Design Category = b. Occupancy Important Factor I = c. The Response Modification Factor R = d. Approximate fundamental period = Ta =Ct(hn)x = Ct= 0.02 hn (mean roof height) = X = e. redundancy factor (p) = f. Seismic Response Coefficient Cs = ( SDS /(R/I) = Check Limitation of Cs T=Ta = 0.20 sec. « TL = 8 sec. Cs need not exceed SDI / [ T (R/I) ] Cs shall not less 0.5 x Sl / [ (R/I) ] = Cs shall not be less than 0.01 g. Seismic Base Shear V = p x Cs x W = D 1 6.5 0.20 sec. 21.5 ft. 0.75 1.3 0.130 0.37 sec. 0.04 sec. 8028.007 lb OK OK OK WIND LOAD CONTROL 4. For Allowable Stress Design: Base Shear V = V x 0.7 ^ 6051.30 lb Level Wx (lb) Hx (ft) WxHx (Ib-ft) WxHx/ (SWxHx) (%) Fx (lb) Fx/Wx Unit Shear (psf) Roof 22912.50 21.50 492618.75 71.37 4318.74 0.27 4.72 Floor 24703.20 8.00 197625.60 28.63 1732.56 0.10 2.10 E 47615.70 690244.35 100.00 6051.30 0.18 shear wall totai wall length(ft) unit shear(lb) distributed area (sq ft) shear force (plf) shear wall schedule Total Shear Force (Ib) RX1 8.80 4.72 457.50 245.38 7 2159.37 RX2 6.20 4.72 457.50 348.29 8 2159.37 RY1 5.80 4.72 491.60 400.06 8 2320.32 RY2 6.60 4.72 423.40 302.79 8 1998.42 Wall Height (ft) 9 ft OVER TRUN AND HOLDOWN shear wall shear wall force (plf) wall heigth (ft) over turn moment Ib wall weigth (psf) roof weigth (plf) Resist* Moment Arm (ft) Resist Moment Ib xO.85 Uplift force (Ib) Holdown RX1 245.38 9.00 2208.45 15.00 99.00 4.30 3750.03 -1541.58 MST48 RX2 348.29 9.00 3134.57 15.00 99.00 3.00 2616.30 518.27 MST48 RY1 400.06 9.00 3600.50 15.00 60.90 2.70 1567.71 2032.78 MST48 RY2 302.79 9.00 2725.12 15.00 60.90 3.20 1858.03 867.09 MST48 shear wall total wall length(ft) unit shear(lb) distributed area (sq ft) shear force (lb) upper shear forcel (Ib) upper shear force2 (Ib) total shear force (plf) shear wall schedule shear wall deflection FX1 1.00 2.10 371.00 778,09 2159.40 0,00 2937.49 SSW** FX2 18.00 2.10 466.20 977.75 2790.30 0.00 209.34 6 SSW**— Use 1-Simpson Steel Strong Wall 24 X 7 X 4 GARAGE PROTAL Shear Capacity is 5495 Ib > 2937.5 lb OK FYI 22.20 2.10 483.90 1014.87 3290.70 0.00 193.94 6 FY2 13.80 2.10 378.00 792.77 2357.90 0.00 228.31 7 Wall Height (ft) = 8 OVER TRUN AND HOLDOWN shear wall shear wall force (plf) wall heigth (ft) over turn moment Ib wall weigth (psf) ceiling weigth (plf) Resist* Moment Arm (ft) Resist Moment Ib xO.85 Uplift force (Ib) Holdown FX1 SSW FX2 209.34 8.00 1674.69 15.00 4.40 448.80 1225.89 HDU2 FY1 193.94 8.00 1551.56 15.00 11.00 1122.00 429.56 HDU2 FY2 228.31 8.00 1826.48 15.00 6.60 673.20 1153.28 HDU2 SHEAR WALL OF SECOND FLOOR (423.4 sf) CNJ >- a: (491.6 sf) a: MST48 RX1 (457.5 sf) RX2 (457.5 sf) MST48 SHEAR WALL OF FIRST FLOOR CNJ >- (378 sf) HDU2-SDS2.5 O Q X -9'-r- 13'-10' r—3'-7"- (483.9 sf) HDU2-SDS2.5 -^'•r- 22-3' FX1 (371 sf) cvi C/3 O W I CSJ FX2 (466.2 sO SIMPSON SSW 24X7X4 GARAGE PORTAL Foundation (15.5 lb + 20 lb) X 10 = 355 plf - Roof Weight (12 lb + 40 lb) X 10 ft = 520 plf - Floor Weight 15 psf X 18 ft = 1145 plf Wall Weight Total =1145 plf < 1500 plf OK Use 16 in X 24 in Continuous Footing With 2 - # 5 rebars Top and Bottom E BUILD & TRUSS 909 W. Vista Way Vista, CA 92083 a division of PROD IJ CTS RECEIVED JUN 1 0 2013 CITY OF CARLSBAD BUILDING DIVISION LIN GUEST HOUSE 2740 ARI^ND ROAD CARLSBAD, CA^ , NOTICE TO BUILDING OFFICIALS, ARCHITECTS, AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY. NOTES: ROOF PITCH: 4:12 24" CANTILEVER 2x4 TOP CHORDS 3 HEEL HEIGHT LOADING; TOLL: 20 TCDL: 15 BCDL: 10 1.25 DURATION REVISIONS A A A E BUILD & TRUSS 909 W. Vista Way Vista, CA 92083 a division of BUILDING 3 O >• tn 0} D ai I- IL o o tc §o < X Q o" H ^ < (0 ^ a z 9 o Designer: SGH Date: Apr 23, 2013 Scale: NTS Job #: T239 1 OFI Component Solutions™ Truss Version: 4.27 [Build 19] Simpson Strong-Tie Truss: JobName: Designer: Date: Page: D HIP H8 lin res JDZ 06/04/13 13:03:07 1 of 2 Span 28-0-0 Pitch 4/12 Qty 2 DHL 0-0-0 OHR 0-0-0 CANTL 0-0-0 CANTR 0-0-0 PLYS 2 Spacing 24 in WGT/PLY 119 lbs 2-1-12 2-1-12^ 4-11-3 7-0-15 8-0-7 2-8-4 Ek11-9_ T9-H-9 20-11-1 2-8-4 4-11-3 25-10-4 6-11-1 14-0-0 _4-1X-3_ 25-10:4 Loading General CSI Summary Deflection u (loc) Allowed Canied Load£ (psf) BIdg Code; CBC 2010/ TC: 0.75 (3-t) VeBTL: 0.58 in L/480 (9-10) L/240 TCLL: 20 TPI 1-2007 BC: 0.52(10-11) VertLL: 0.18 in L/999 10 L/360 TCDL: 15(iakB) Rep Mbr Incicase: No Web: 0.55 (5-10) Cam/OHTL: 0.05 in UP 2L/9W (7-7) 2L/120 BOX: 0 D.O.L.: 125% Canl/OHLL: 0.01 in UP 2L/999 (7-7) 2L/120 BCDL; 10 HoizTL: 0.08 in 8 Plate Offsets (Jnl:X.Y.Ang): (1:4-14,2-1,0.) ^9:2-5,3-8.0.) (2:1-12,3-2,18.) (3:5-13,2-10,0.) (4:0^,3-8.90.) (5:5-13,2-10,0.) (6:1-12,3-2,18) (7:4-14.2-1.0.) (8:0-0.3-8,90.) (10:0-0.3-0.0) (11:2-5.3-8,0.) (12:Q-0,.3-8,90) Reaction Summary JT Type Brg Coirt>o 12 Pm(WaD) 8 HRoIKWaU) BigWitfth 1 3.5 in 3.5 in Dou^as-Fir-Larch Dou^as-Fir-Larch Rqd Brg Width 1.70 ii 1.70 in Max React Max Grav Uplift Max MWFRS UpUfl Max C&C Uidift Max Ui^ 3,1% Ibs 3,!% Ibs -331 lbs -331 Ibs -331 lbs -331 Ibs Bracing Summary TC Bracing: Sheathed or Purlins at 3-9-0, Purlin design by Others. BCBracing: Sheathed or Purlins al 10-0-0. Purlindesignt^Othcrs. Material Summary TC DFL#1B 2x4 BC DFL#1B 2x4 Wd» OFL Standard 2x4 excefrt: 2-11 DFL#2 2x 4 6-9 DFL#2 2x 4 Loads Summary 1) This truss has been designed for tbe effects due to 10 psf bottom chord live load plus dead loads. 2) Standard Loads on Trasses Carried by this Gilder TC Uve = 20 psf; TCDcad= 15 psf; BC Live = Opsf; BC Dead = lOpsf. 3) Thi5tiv5ShasbeendesignedforIhceffectsofwiRdIoadsinaccordancewith ASCE7-05 wtththef 85 n¥>h nonuial. E^qiosure C, Fully Enclosed, Gaible/Hip. Biulding Categoiy 0(1-1.00), b=B=L=25 ft. End Zone Trass, Both end webs considered. EHX = 1.60, CC Zone Wdth 14 fl. 4) Mininiun stoiage atdc loaiUng in accordance with IBC Table 1607.1 has been api^ied Load Case Lrl: Std Live Load Distributed Loads Meirt)cr Localion 1 Location 2 DirectiiHi Spread Start Load End Load Trib Width Top Top Top Point Loads Member 0-0^ 20-11-1 7^15 7-0-15 28-(M) 20-11-1 Down Down Down Proj Proj Proj 20 psf 20 psf no plf 20 psf 20 psf no plf 12 in 12 in Top Top 7-0-15 20-11-1 Down Down 523 lbs 523 lbs Load Case Dl: Std Dead Load Distributed Loads Member Top Top Bol Top Bot Point Loads Meitfcer 0-(M) 20-11-1 0^ 7^15 0-0-0 28-0-0 28-0-0 20-11-1 28-0-0 Down Down Down Down Down Styead Proj Proj Proj Proj Proj 15 psf 15 psf 10 pst 82.5 plf 40 plf 15 psf 15 psf 10 psf 82.5 [tf 40 plf 12 in 12 in Top Tap 7-0-15 20-11-1 Member Forces Summary TC 1 1-2 0.096 -121 Ibs 12-3 Q.389 -3.124 Ibs Down 393 lbs Down 393 lbs TAIe indicates: Matixx ID, max CSI. max axial force, (inax con^. force if dilTcrcnt from max axial force) l3-4 0.753 -4,231 lbs |4-5 0.753 -t.231 Ibs |5-6 13-13 0.016 -15 Ibs 114-5 0.016 -15 lbs |6-7 0.389 0.096 -3.124 lbs -121 lbs *NGTICE*A copy ot'this design diall bcfuniiahed to tlK erection contraclo^^ The design ofthis individud tniss is twKd on design crilctia ami rcquircnic^ set tuith by the Building Designer. A M»1 on this drawai^ indii^atcs acuptarnxfrf prafcMianal engineering rcspunsibihty soldy for the truss cumpuncnt design shtmn. The suitability ind uac ot'this compimmt tbr uy particular building dc^ rcapoiuibililyoflheBuildingDEsi^Kt.paANSI/TPI 1-2007 Chapter! *WAIQ^G'Trusses tcquirc propet haiidlii^. ciecticm. restraint aiid braci^^ Rda to the latest edition of BCSI (Building Crxnpoiunil Safety IriTcniiBdaiijcintly SKIA) for ptapa installation methods and in^MMtant ufety infomubon relating to the entire ctnutruction process In the abscTHx of specific installation and temporary restraint/bracing specifications try others, the tnitalUbon (induding installation tolerances) and tomporaiy cettrMtriAxaiang oftha truues shall be in accurdancc with BCSJ-BI and BCSI-B2. Truucs also requite pcmunent icstiiunt/bracing ol'ohoi'ds and certain vidt membas (where indicolod). This divMng only ii^oUes the locatttms Ibr lateral rotraint I^mothod cd'individual truss rnanberratraiirt/brscing shall bc as spcctliod by the Buiding Designer per ANSl/TPI 1. Ctiapter 2, if specific truss permanent tracing design is not specitied by olherss this shall bc acconplidicd tiy standard industry lateral restraint and diagcmal bracing details in accordanccwilhBCSl-BS or BCSI-B7 as applicable IMPCStTANT* This design assumes the bms is manufactured in accordance with this drawing arvl the quali^ criteria spedfied inANSLTH I Chapter 3 All platMslallbcmanulacIured t^Sinipson Strong-Tie Company, Inc in accordance Mdl ESR-27e2 . All cnniKCtor plates are 20 gage, unless the specified plate size is Ibllonwd by a "-I8" whidi indicates an 18 gage plate. Simpson Strong-Tie Company Component Solutions™ Truss Version: 4.27 [Build 19] Simpson Strong-Tie Truss: JobName: Designer: Date: Page: D HIP H8 lin res JDZ 06/04/13 13:03:07 2 of 2 Span 28-0-0 Pitch 4/12 Qty 2 OHL 0-0-0 OHR 0-0-0 CANTL 0-0-0 CANTR 0-0-0 PLYS 2 Spacing 24 in WGT/PLY 119 lbs BC 7- 8 8- 9 0217 IMlbs 119lbs i-Mfts) (-29 lbs) U6 lU-Il 6.515 0.523 ysd lbs 2,950 lbs (4Ulbsi (414 lbs) 11- il 0.il7 12- I 0.217 nils l-iihs) 119 Ibs (-29Ibs) Webs 2-12 2- 11 3- 11 a2f>0 O505 0 051 -1.429 Ibs 2.859 lbs -268 Ibs (-104 lbs) 3- 10 4- 10 5- 10 0.554 0.151 0.554 1,364 Ibs -799 lbs 1.364 lbs (-155 Ibs) (-155 lbs) 5- 9 0.051 6- 9 0.505 6-8 0.260 -268 Ibs 2,859 Ibs (-404 lbs) -1,429 lbs biiiTOTB'"x2 7/8"| 12 oe,- Notes: 1) Tins truss has been designed using the green lurrbcr retfaiction factors. 2) When this tniss has been chosen for quality assurance inflection, die Double Polygon Method per TPI l-2007/Chap(cr 3 shall be used. Fabrication tolerance = 20 %. 3) CaUfomia Ginler setback equals 8-0-0, truss spxing behind girder equals 2-0-0. there is no second girder setback, end jack type is Open Faced, and the comer girders arc Rafter's. 4) Provide adequate drainage ta prevent pondu^. 5) The end of every chord segment shall be braced laterally perpendicular to the plane of the truss. Lateral bra(^ shall be installed wilhin 6 ' of the end of each chord segmeta. 6) Brace bottom chord with approved sheathing. 7> The foteeg shown for thia nnAtt^ trass are per triy and the rcaetitWB arc for all ptiea-Two idetibctd imsats rfatH>cbtBk and attached as follows-TG^ row of lOd Nails or Qan Nails [inin-4y^ 7ffl'4-@»^ oe, BC - 1 -t 8) Fasteners are sized for a singly supported uniform^ loaded truss. If tiie tmss is not siir^ supported or isolated point loads exist. i.e. point loads are not consistenlly spaxd or greater than 24" oc, fasteners nust be sized by the tniss ett^necr. 9) Where required, sufficient hangers shall be provided (by others) lo resist leactions shown. 10) Install tic screws/nails on one side; do not flip truss. Scrcws/riails ^lall be installed in the same truss fiy that die hangers are attached to. 11) Lateral bracing shall be attached to each ply. 12) All fasteners minimum 2-1/2" long, unless otherwise noted. 13) Nails in 1st and 2nd ply shall be staggered from successive pUesbj' 1/2 the nail f>acing. 14) Usted wirKl uplift reactions based on MWFRS ft C&C loadii^ 15) Bearing material shown in the fdbove t^lc has only been checked for resistance perpendicular to grain, and does not iixlicale adequacy of material for other destgn consideratioiis. 16) The forces shown for this multi-ply tmss are per ply and the reactions are for all plies. Two identical trusses shall be built and attached as follows: TC - 1 row of lOd Nails or Gun Nails [min .12"'x2 7/8"] @ 12" oc, EXCEPT 2' section on either side of the point load at location 7-0-15 & 20-11-1, use 2 staggered rows of lOd Nails or Gun Nails [min .12'"x2 7/8"] @ 6" oc. BC -1 row of iOd Nails or Gun Nails [min .12"'x2 7/8"] @ 12" oc. Webs -1 row lOdNails or Gun Nails [min .12"'x2 7/8"] @ 9" oc. 06/05/2013 "NOTICE* A copy of this design shall be fuiiBihod to the crcctian contractor. The design of this individual Iniss is based on design cnteria and rcquirancntsst^ied by ^ srt turth by tfac Building Designer. A seal on tl^s drawii^ indicates acceptance c^'prolissiunal engineering rcapunaitiility siddy for the truss cumponent design shuvui. The suitability and use ofthis component for any paiticiilar building design is Ihc rc^isiUlityofthcBuildingDcsigncr.pcrANSI/TH 1-2007 Chapta2 'WAIO^IMO* Tnisscs require [MYipcr handling. CTCction. restraint aitd bracing Refer to thclalcst edibon of BCSI (Buildiig Componciil Safety Inftxinaliai jcint^ produce^l by 1^ SBCA) for proper installation methods and in^Mwtant safety infonnation relabng to the enb re construction process. In the alKcncc of specific installation and temporary restraint/teacir^g specifications toothers, the installation (induding installatian tderanccs) and temporary I'cstraint/btacing irf'thc truaaca shall lie in accordance with BCSI-Bl and BCSI-B2. Tnuses also lequife permanent icstiiiint/bcadng of chords and colain \wb mcmbas (where indicated). This drawing only indicate* the locations for lataul restraint. The method <4'individual tnisa member rcstrainl/tmcing shall be a> specitied by the Building Ucsipier per A>RI/TPI 1. Chapter 2, if ^iccitic truss permanent bracing design is not specified by others, ttas shall be accon^ished t>y standard industiy lateral restraint and diagonal bradng details in accordance with BCSI-B3 at BCSI-B7 as applicable *IMPCKtTANT* This design assumes the truss is manu&cturcd tn accordance with this drawing and the qua]it>- critena qxxificd in ANSI/TH 1 Chapter 3. All connector plates shall bc manulactiued by Simpson Strong-Tie Congiany, Inc in accordance wth ESR-2762 . All comector jdates are 20 gage, unless the spedfied plate size is follovwd In' a "-18" wfndi indicates an IS gage plate. Simpson Strong-Tie Company Component Solutions™ Truss Version: 4.27 [Build 19] Simpson Strong-Tie Truss: JobName: Designer: Date: Page: Dl HIP HIG lin res JDZ 06/04/13 13:03:07 1 ofl Span 28-0-0 Pitch 4/12 Qty 2 OHL 0-0-0 OHR 0-0-0 CANTL 0-0-0 CANTR 0-0-0 PLYS 1 Spacing 24 in WGT/PLY 118 lbs 2-1-12 2-1-12 6-11-3 9-6-15 10-0-7 3-4-4 3-11-9 14-0-b 3-11-9 17-11-9 18-ivi 3-4-4 6-11-3 25-10-4 2-1-12^ 28-0-0 6«- " 4PI2 ill Ca-'iCr; i.sai 2-1-12 2-1-12' 6-11^3 ^9-0-15 9-10-2 18-11-1 Loading General CSI Summary Deflection u (loc) Allowed Load (psO Bldg Code: CBC 2010/ TC: 0.46 (5-6) VertTL: 0.47 in L/602 10 L/240 TCLL: 20 TPI 1-2007 BC: 0.61(9-11) VertLL: 0.08 in L/999 10 L/360 TCDL • 15(iakc) Rep Mbr Increase: No Web: 0.61 (6-9) Cam/OHTL: O.OIinllP 2L/999 (7-8) 2L/120 BCLL: 0 D 0 L : 125% CaM/OHLL: Oin UP 2L/999 (7-8) 2L/120 BCDL: 10 HorzTL: 0.04 in 8 Plate Offsets IJnt:X.Y.Ang): (1:4-14,2-1,0.) (9:4-1,3-8.0) (2:1-12,3-2,18) (10:0^),I-12.0.) (3:5-13,2-10,0.) (11:4-1.-3-8,0) (4:0-0,3-8,0.) (12:0-0.3-8,90) (5:5-13,2-10,0.) (6:1-12.3-2.18.) (7:4-14.2-1.0) (8:041.3-8,90) Reaction Summary rr Type Brs Conto Big Width RqdBn; Width Max Read Max Gray Uplift Max MWFRS Uplifl MaxC&CUpIiA MaxUpIiil Bracing Summary TC Bracing: Sheathcdor Purlins at 4-3-0. Purlin design by Others. BC Biacing: Sheathed or Purlins at 6-34), Purlin design 1^ Others. 12 Pin (Wall) I 3.5 in Doughis-Fir-Larch 1.50 in 1,276 Ibs - -105 Ibs -435 Ibs 8 HRolI(Wall) 1 3.5 m Doughis-Fir4.arch 1.50 in 1,276 Ibs - -105 lbs -135 Ibs Material Summary TC DFL«IB2x4 BC DFL«IB 2x4 Webs DFLStandard 2x 4 Loads Summary 1) This truss hasbeentlesignedfor the effects due to 10 psTbottom chord live load plus tiead loads. 2) This truss has been designed ror the effects of wind loads ui acconlance with ASCE7 - 05 with the following user dcfmcd input: 85 nph nominal. Exposure C. Fully Enclosed, (jabie/Hip. Building Categoiy II (I = I.OO), b=B=L=25 ft. End Zone Trass, Both end webs considered. DOL = 1.60 , CC Zone Width 14 ft. 3) Mininum Storage atdc loading in accoFdarK^ with IBC Table 1607.1 has been applied 435 lbs 435 lbs Member Forces Summary TMt indicates: Mcnijcr ID, max CSL max axial force, (max con^. force if different from max axial force) TC 1-2 0.425 -234 lbs 34 0.336 -1,759 Ibs 4-5 0.336 4,759 Ibs 5-6 0.465 -1,936 lbs 2-3 0465 -1,936 Ibs 3-13 0012 -II Ibs 14-5 0.012 41 lbs 6-7 0.426 -234 lbs BC 7- 8 8- 9 0.276 0436 265 Ibs 265 Ibs (40 lbs) (40 lbs) 9-11 11-12 0.605 0436 1,994 ms 265 lbs (-304 Ibs) (40 lbs) 124 0.276 265 lbs (-10 lbs) Webs 2-12 0162 -1,175 Ibs 341 0.123 302 lbs 4-9 0.19! -357 lbs 6-9 0.609 1.498 lbs (-251 OK) 2-11 0609 1,498 Ibs (-251 Ibs) 4-11 0.191 -357 Ibs 5-9 0 123 302 lbs 6-8 0.162 -1,175 lbs Notes: )) This truss has been designed using the green limter retbiction factors. 2) When tins truss has been ch(»en for quaUty assurance inspection, the I)oid)le Polygon Method per TPI 1 -2007/Ch^)ter 3 shall be used. Fabrication tolerance = 20 %, 3) Provide adequate drainage to inevetn ponding. 4) The end of every chord scgmeW sh^ be braced laterally perpendicular to the plane of the truss. Lateral braces shall bc installed wilhin 6 " of the end of each chord scgmeitt. 5) Brace bottom chord with ^ipiDved ^leathing. 6) Listed wind tqdift reactions based on MWFRS & C&C loading 7) Bearing material shown tn tic above table has onl)' been checked for resistance perpendicular to grain, and does not indicate adequacy of malenal for other design consideialions. 06/05/2013 *NOTICE* A copy ofthis design shall bc furnished to tlie erection conbactor. Tbe design ofthis individual tmss is based on design criteria and requirements supplied by tlie Truss Manufacturer and relies upon tlie accuracy and conqilctmess ofthe information set forth by tbe Building Designer. A seal on this drawii^ indicates accqrtance of prtrf'essional engineeringreapunsibilitysoldy fur the truss con^Mmcnt design shown. l'hesuitatnlityanduacol'thisconipu»il tor aiiypaiticidar building dcugn is the rcspon)UbilityofthcBuildingDesigiicr,pcr ANSI/TPI 1-2007 Chapter! "WARNINO* Trusses reqmre proper haiidling. eicctioii. restraint aiid bracirtg Rcfa to the latest edition of BCSI (Building Ccn^ianaUSafely Inforinabmi jointly ;mducc^ SBCA) for proper installation methods and inportant safety infomution rclatit^ to the entire constructim) process In the abscnix of specific irtstallation and temporary rcstraint'bracing spedfications 1^ others, the tiistallabon (in^ and lemponuy roitraiid/bracing of du truooca shall be in acctxdauce with BCSI-Bl and BCSI-fi2. Trusses alio require parrmnait lestntint/brocirig uf chords and certain web members (where indicated). This dramng only indicates the tocatifms Ibr lattful icstraint. The method cd'individual tnua mendxr restraint/bradng shall be as ^tecilied by AK Building l.Chapter 2; if specific truss permanoit bracing design is nut q>ecilied by others, tlss shall be accomplished by standard indushy lateral restraint and diagonal bradng details in accordance with BCSI-B3 or BCSI-B7 as ^icaUc IMPCKTANT* This design assumes the truss is manufactured in accordance with this drawing and the quality criteria xped&ed in AhKI/TH I Chapter 3. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762 . All connector plales arc 20 gage, unless the specified pl^ size is followed by a "-18" w4ach indicates an 18 gage plate. Simpson Strong-Tie Company Component Solutions™ Truss Version: 4,27 [Build 19] Simpson Strong-Tie Truss: JobName: Designer: Date: Page: D2HIPH12 lin res JDZ 06/04/13 13:03:07 1 ofl Span 28-0-0 Pitch 4/12 Qty 2 OHL 0-0-0 OHR 0-0-0 CANTL 0-0-0 CANTR 0-0-0 PLYS 1 Spacing 24 in WGT/PLY 116 Ibs 2-1-12 2-1-12 3-4-11 5-6-7 5-6-7 11-0^15 28-0-0 3-11-2 15-11-9 16-1 Pi A-O-A SS-7_ 22-5-9 J-4-11_ 25-10-4 2-1-12^ 28-O-0 5x6- 1S 5-6-7 _ ii-o:i5 5-10-2 16-11-1 3-4^11 25-10-4 Loading General CSI Summary Deflection U (loc) Allowed Load (psf) Bldg Code: CBC 2010/ TC: 0.43 (5-6) VcitTL: 032 in L/891 (11-12) L/240 TCTX: 20 Bldg Code: TP! 1-2007 BC: 0.63(11-12) VertLL: 005 in L/999 (10-11) L/360 TCDL: 15(iakc) Rep Mbr Increase: No W*: 0.77 (7-101 Cant/OH TL: 003 in UP 2L/999 (8-8) 2L/I20 BCLL: 0 D.O.L: 125% Canl/OHLL: 001 in UP 2L/999 (8-8) 2L/120 BCDL: 10 More TL: 0.06 in 9 Plate Offsets (Jul:X.Y.Ang): (1:4-14,2-1,0.) (9:0-0,3-8,90) (2:1-12,3-2,18.) (3:1-12.3-2.18.) (10:1-12.3-8.0.) (11:2-5,3-8,0-) (4:5-13,2-10,0) (12:2-5,2-8,0.) (5:5-13,2-10,0.) (6:1-12,3-2.18.) (13:1-12,3-8,0.) (14.0-0,3-8,90) (7:1-12.3-2,18.) (8:4-14,2-1,0.) Reaction Summary JT Type Brg Combo BigWidfli RqdBrgWidtii Max React Max Grav Uphfl Max MWFRS Uplift Max C&C Uplift Max Uplifl 1,355 lbs 1,355 lbs -58 Ihs -58 lbs Bracing Summary TC Biacing: SlicaUied or Purlins at 4-4-0, Purlin design by Oters. BC Bracing: Sheatiied or Purlins at 6-3-0, Purlin design by Others. 14 PinfWall) 1 3.5in Dou^as-Fir^^h l.SOiu 9 H Roll (Wall) 1 3.5 in Douglas-Fir-Larch 1.50 in Material Summary TC DFL#lB2x4 BC DFL#1B 2x4 Webs DFLStandard 2x4 Loads Summary 1) This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2) Thistrussliasbeendesignedfortheefl'ectsof wind U»ds in accordance with ASCE7 -05 with the following user deiined input: 85 nf)h nominal. Bqx^sure C. Fully Enclosed. Gable/Hip. Bmldiiig Categoiy II (I = l.OO), h=B=L'=25 ft. End Zone Trass, Botii end wd>s considered. DOL = 1.60 , CC Zone Width 14 ft 3) Mininum storage attic loading in accordance with IBC Table 1607.1 has been a^iplied Load Case Dl: Std Dead Load Point Loads Member Location ^211 •442 Ibs -442 lbs -442 lbs Member Forces Summary Table indicates: Member ID. max CSI. max axial force, (max corapr. force if diffeitni from max axial force) TC 1- 2 2- 3 3- 4 0.147 0.257 0.406 148 Ibs -1.888 Ibs -1.962 lbs (-140 Ibs) 4-5 4-15 16-5 0.322 0.016 0.012 -1,794 lbs -13 Ibs -II lbs 5- 6 6- 7 7- 8 0.427 0,262 0.146 -1,955 lbs -1.892 lbs 151 Ibs (-138 lbs) BC 8- 9 9- 10 0-113 0.113 150 Ibs 150 Ibs (416 lbs) (-116 lbs) 10-11 1142 0.589 0.634 1,764 Ibs 1,794 Ibs (-357 Ibs) (-207 Ibs) 12- 13 13- 14 0.603 0.115 1,759 Ibs ISO lbs (-361 lbs) (-114 lbs) 14-1 0-115 152 Ibs (414 lbs) Webs 2-14 2- 13 3- 13 0.133 0763 0055 -1,217 Ibs 1.877 lbs -364 ibs (-523 Ibs) 3- 12 4- 12 5- 11 0.107 0.123 0125 264 lbs 302 lbs 308 lbs (-160 Ibs) 6-11 6- 10 7- 10 0-113 0.056 0.766 252 lbs -359 lbs 1,884 lbs (-173 lbs) (-520 Ibs) 7-9 0134 -1,220 lbs Notes: t> Tins trass has been deagned usii^ thr green hmber rediKtion factors. 2) WhcntiusUusshasbeenchoscnforquahtyassuraiicein^)ectiou.tiieDoublePolygonMetiiDdpcrTPI l-2007/Chaptcr3shaIlbeused- Fabrication tolerance - 20 %. 3) Provide adequate drainage to prevett ponding. 4) The end of every clurd segment shall be btaccd laterally perpendicular to tic plane of tiie truss. Lateral braces shall be installed within 6 " of tiie end of each chord segment 5) Brace bottom chord with approved sheathing. 6) Listed wind tqslift reactions based on MWFRS & C&C loading. 7} Bearing matorial shown in the above table has only been checked for resistance perpendicular to grain, and does not indicato adequacy of maleriai for otiier design considerations. 06/05/2013 "NOTICE* A copy cd'tliis design sliall bc bimidnd lotlic erection contractor. The design ofthis individual truss is based on design criteria and requirements si^iplicd by the Truss Manufacturer and relics upon the accuracy and cm^etoiess ofthe information set forth by the Building Designer. A seal on tliis drawir^ indicates acceptance iri'iOT:tfcssiunal enginceringresponsibility soldy fur the truss conponent design diuwit 'Tbcsuitabilityariduaccf this ccnipunent tor ariyparticultir building design is ttie rcsponabili ty of the Building Designer, per ANSI/ in 1-2007 C:haplcr3. ""WAItMNO* Trusses reqmre proper haitdling.ercctioiLreslTainlaiKl bracing. Refer to Ihctatest c&banofBCSl (BinlAngConipanentSafe^ Information jcantly produced by TH and SBCA) fix- proper installation methods and impi^tanl safety informabon rdating to the cnbrc constructicHi process. In the absence cd'spcdfic installation and lonporary rcstroint'bracing specifications by others, the installaUon (induding installation tolerances) und tmtporary lestrairK/bradng ol'tbe trtiaaoaslwll I>ein accordance with BCSI-BI and BC$I-B2. Trusses also require pennanent leitniirtf/bradng of chuads and certain wb members (where indicated). This draning unly indicates the locations forlutend restraint, "nie methud t^'individu^ truss meniber reslraiiit/bradng shall bc as spedfied by the Builds l.Chapter2;if spedfic truss permanent bracing design is iHit spedfied toothers, Qns shall be a<ccui^i«^ lateral rc^lraint and diagonal bradng details in at:cordancewithBCSI-B3 or BCSI-B7 as applicable *IMPC%TAOT*Thisdcsi^assiancs the truss is manufactured in accordaiKc with this drawing ai^ 1 Chapters All connector plates shall bc manufacti^cd Simpson SIrcng-Tic Company, Inc in accordance with F.SR-2762 . All conneclor plates are 20 gage, unless the specified plate size is fdlowed b^' a"-18" which indicates an 18 gage plate. Simpson Strong-Tie Company Component Solutions™ Truss Version: 4.27 [Build 19] Simpson Strong-Tie Truss: JobName: Designer: Date: Page: D3 COMN lin res JDZ 06/04/13 13:03:08 1 ofl Span 28-0-0 Pitch 4/12 Qty 3 OHL 0-0-0 OHR 0-0-0 CANTL 0-0-0 CANTR 0-0-0 PLYS 1 Spacing 24 in WGT/PLY 122 Ibs 4-10-4 '25-10-4 2-1-12 284)-0" 4-10-4 "7-0-0 5-3-a l'6-'7-12 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psO Bldg Code: CBC 2010/ TC: 0.25 (6-7) VertTL: 035 in L/801 (12-13) L/240 TCLL: 20 TPI 1-2007 BC: 0.54(12-13) VertLL: 0.05 in L/999 (11-12) L/360 TCDL: I5(ral(e) Rep Mbr Increase Yes Web: 0.74(8-11) Cam/OHTL: OOltnUP 2L/999 (9-9) 2L/120 BCLL: 0 DOL : 125% CaM/OHLL: Oin UP 2L/999 (9-10) 2L/I20 BCDL: 10 HorzTL: 005 in 10 Plate Offsets (Iiil:X.Yj\ng): (1:4-14,2-1,0) (9:4-14,2-1,0-) (2:1-12,3-2,18-) (3:I42,.1-2,I8-) (4:1-12,3-2,18) (5:041,2-5,0-) (6:1-12,3-2,18,) (7:1-12,3-2.18) (8:1-12,3-2,18) (10:041,3-8,90-) (11:1-12,3-8,0,) (12:1-12,3-8,0) (13:1-12,2-8,0) (14:1-12,3-8,0) (15:0-0.3-8-90-) Reaction Summary ^ Type BrgConijo 15 Pin (Wall) 10 H Roll (WaU) Bot Width 1 3-5 in 3-5 in Douglas-Fir4,arch Dougias-Fir-Larch RadBoi Width 1-50 il I 50 in MaxRean Max Gray Uplift Max MWFRS Uplifl MaxC&CUplift MaxUplift 1,358 lbs 1,358 Ibs -56 Ibs -56 lbs 486 Ibs -«86Ibs -486 lbs 486 lbs Bracing Summary TCBncing: Sheathedor Purlins at 4-641, Purlin design by Otheis- BC Bracing: Sheathed or Purlins at 6-3-0, Puriin design 1^ Others- Material Summary TC DFL«IB2x4 BC DFL«B 2x4 Webs DFL Standanl 2x4 Loads Summary 1) Tbis truss has been designed for die effects due to 10 psf bottom chord live load plus ilead loads 2) Tills tniss has been designed for the dfecis of wind loads in acconlance with ASCE7 - 05 with the following user defmed mput: 85 nph nommal. Exposure C, Fully Enclosed, Gable/Hip, Budding Calegoty n (I = l.OO), h=&=L=25 ft. End Zone Trass, Bolh end webs considered. DGL = 1.60, CC Zone Width 14 ft, 3) Minimim storage attic loading in accoirlance with IBC Table 1607.1 has been applied Load Case Dl: Std Dead Load Point Loads MciFber Locadon Direcdon Load TiibWiilth Member Forces Summary Table indicates: Menrijer ID. max CSL max axial foice. (max coir^. force if different from max axial force) TC 1-2 0.189 -87 lbs 34 0.242 -1,930 Ibs 5-6 0.165 -340 lbs 7-8 0,213 -2,033 lbs 2-3 0213 -2,031 lbs 4-5 0-177 -341 lbs 6-7 0-250 -1,921 Ibs 8-9 0-188 -86 lbs BC 9-10 0.186 86 Ibs (-32 lbs) 1142 0512 1,874 lbs (-448 Ibs) 13-14 0.526 1,871 lbs (-U9lbs) 15-1 0-188 87 lbs (-32 lbs) 10-11 0.186 86 lbs 12-13 0-538 1,772 lbs (-305 Ibs) 14-15 0188 87 bs Webs 2-15 0.159 -1,213 Ibs 3-13 0-108 -259 lbs 6-12 0136 334 lbs 8-11 0-744 1.831 Ibs (-528 fljs) 2-14 0.742 1,826 Ibs (-531 MIS) 4-13 0-134 329 lbs 742 0114 -272 Ibs 8-10 0.159 -1,214 lbs 3-14 0042 -247 lbs 4-6 0-726 -1476 lbs 7-11 O043 -242 lbs Notes: t) This truss has been designed using Ae green huiber reduction factors. 2) When this truss has been chosen for qasiHy asauancc inspectioa Ihe Doiible Polygon Method per TPI 1 -2007/Ch^iIer 3 shall be used. Fabrication tolerance = 20 %. 3) The end of every chord sepaat shall be braced laterally perpendicular to tiie plane of tic truss. Lateral braces shall be installed witiiin 6 " of tiie end (tf eadi chord segment 4) Brace bottom chord with sppmvcd sheatiiing. 5) Listed wind uplift reactions based on MWFRS & C&C loading. 6) Bearing material shown in the above table has onl} been checked for resistance perpendicular to grain, and does not indicate adequacy' of material for otiier design considerations. 06/05/2013 *NOTICE* A copy cd'this design shall bctiimishcd to tliCcrcctiORConliaBtoT. The design t>l'thiE individual truss is based on design criteria iiid requironenls supplied by the Truss Ma^ set tbrth by the Building EJcaigner. A seal on this drawing indicates acceptance iri'prafessiciBl engineering responsibility suldy tbr the truss cumpunent design shuiMi. Tbe suitability and use (d this component tor any particular building deaipiis the rcapoitsibilily of the Building Ocsigittr, per ANSI/TFI 1-2007 Chapter 2 "WARNING* Trusses require proper handling, erection, restraint and bracing Refer to the latest edition of BCSI (BuildirQ Componail Safety Informabon j a nUy produced by TH and SBCA) for proper iristaltation methods aiid in^icxtanl safety infnmabon rdating to the enbrecanstructiDnpn)ci^ In tlie abseiiccot'specific iiistollaUon and teiiipcrary rcstrainl/biacmg spedficabons by others, the iiistallaUm and Vaaipofaty leatraiift'braoing ofthe trusaes shall be in accordance with BCSI-Bl and BCSI-B2. TrtMses also require permaneiri resdaint/bracing ul'chords and certain web member* (where indicated). This draning only indicates the locations fur l^eral restraint The method individual tniss membo'reatraint/biacing shall be as ^lecilied tiy the Building Designer per A>SI/TPt 1. Chapter 2; if specific truss permanent bradng design is mA spedlied by uthcix, this dull be accompliahed tiy standard industry lateral icstraint and diagonal bradng details in accordance wilh BCSI-B3 or BCSI-B7 as applicoMe *IMPCKTANT* This design assumes the hu&s is muiuiactaired in accordance wilh this drawing and the quality criteria sped&cd in ANSI/TPII L3uptcr 3. All connector pl^es sliall be manutactured by Sin^Kon Strong-He Company, Inc in aeeerdance with ESR-2762. All conneclor plates are 20 gage, unless the spedlied plate size is fotlmwd hy s "-18" winch indicates an 18 gage plate. Simpson Strong-Tie Company Spams-^vsi^ .:-!'5v s etjMiL'e comj^ilt.,. ij^.-^m-i^rr'-i BI GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary ialeral restraint and diagonal bracing. Follow the recommendations for hanJirg, installing and temporary restraining and bracing of trusses. Refer to Brsr-flultie tn GocxI Prart-ice for Handling. Insralllny. Rpstraininq & Bracing nf Metal Plate rnnnectpd Wond liussfis*** for more detailed infomnatbn. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI- B3*** for more Information. All other permanent bradng design is the responsibility of the building designer. NOTAS GENERALES Los trusses no estsn maKddos de nmgun moda <)ue kleiHIftque la freaiencia o localkacion de restrlccldn lateral yarrkstie diagonal temponles. UselasiecmiendadoiKS de nanejo, instalaclon, restriction y arriostie tempora) de te trusses. Ms el folleto nc^r -adade Buena PrAtte para el Man^ki. ftiffatarain. Resfmjpn v Arrkstre de ks Trusses de Maitm Conectattm mn fliacas de Meta!*** para informaddn mis detaHada. Los dibujos de disend de los trusses pueden especificar las kXc&zadoiKS de restrlccidn lateral permanente o refuemo en los /nferadras indiiriduales del truss. Vea Is hop resumen BCSI-B3*'* para mas informadon. B resto de te diserte de arnostres permanentes son la respopsatMad del disenador del edlDclo. WARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the stnicture, or worse, serious personal injury or death. iADVeRTtNCIA! B resultado de un manejo, levantamiento, instalacidn, restrlcddn y arrisotre incorrecta puede ser la cakia de la estnictura o aun peof, heridos o mvertos. A mmWM Banding and tivss. plates have sharp edges. Wear gloves when handling and safety glasses when cutting tending. flSaWBL^tf Diapas de metal tienen txrdes afilados. Lleve guantes y lentes protectores cuando corte las ataduras, HANDLING — MANEJO A ItliSfii Avoid lateral bending. EvUe la flexldn lateral. CMTimMUse spedal care in windy weather or near power Hnes and airports. Spreader bar tor truss I The contractor Is responside for properly receiving, unloading and storing the trusses at the Jobsite. Unload trusses to smooth suifece to prevent damage. 0 proper rig- El axrtraOsta tiene la responsabiMad de ging and liolsting rerMr, descai^r y almacenaradeaiadamente equipment, fas tnfises en la abra. Oescargue los trusses en la tierra Hso para prevenir el dafk>. scmmmuoike cuidado especial en dt'as ventosos o cerca de cables elecbicos o de aeropuertos. Use equipo apropiado pars levantare improvlsBr, ^I'i^.'ij^'l'iV •mMi—'^-ii\ • DO NOT store unbraced bundles upright. NO almacene verticBlmente los trusses suetos. Trusses may be urtoaded dkectly on the ground at the Ume of delivery or stored temporarily In contact with the ground after delivery. If trusses are to be stored horizontally for more dian one weel<, place blocking of suffident height beneath the stack of trusses at 8' (2.4 in) to 10' (3 m) on-cenber (o.c). Los tnjsses pueden ser descaryados dtrectamente en el suelo en aqud momento de entiega 0 almacenados temporatmente en contacto con ei suelo despuis de entrega. S tos trusses estarin guardados horixmtalmente para m^s de una semana, ponga Uoqueando de altura sufklente detias de la pila de los trusses a 8 hasta 10 pies en centra (o.c). For blisses stored for more than one week, cover bundles to protect frotn the environment. Para frusses guardados por mas de una semana, © DO NOT store on NO almacene en tierra cubra los paouetes para protegerlos det ambiente uneven grocnd. deslguat. Referto BCSI*** for more detailed kiformatlon pertaining to handling and jobsite storage of trusses. Vea d folleto SCSI*" para informacidn mas detal- lada sofins ef manejo y almaosnado de tos trusses en irea de tiabajo. HOISTING AND PLACEMENT OF TRUSS BUNDLES KECOMENDACJONES PARA LEVANTAR PAQUETES DE TRUSSES (3 DON'T overioad the aane. WO sobrecargue la grua. © NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top dTord pitch trusses up to 45' (13.7 m) and parallel chond trusses of 30" {9.1 m) or less. Use at least two lift points for bundles with trusses up to 60' (18.3 m). Use at least 3 lift points for bundles with trusses greater than 60' (18.3 m). Pl«ete usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas parafejas de 30' o menos. Puede usar dos puntos de levantar para paquetes mis de 60 pies. Use por lo menos (res puntos de levantar para paquetes mis de 60 pies. WARNING! Do not over load supporting structure with truss bundle. iADVERTemaAl NO sobrecargue la estructura apoyada con el paquete de trusses. Place truss bundles in stable positron. Fuse paquetes de trusses en una posiddn estabte. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDAaONES PARA LEVANTAR TRUSSES INDIVIDUALES HoW each truss in positwn witti the eredlon equipment until top chord temporary lateral restraint is instaled and the truss is fastened ba the bearing points. Sostenga cada truss en poslcldn con equipo de gnia hasta que la restrlcddn lateral temporal de la cuerda superior este inslslado y el truss esti asegurado en los soportes. MitSUlSM tising a single pick-point at the peak can damage the truss. El uso de un soto lugar en ef pico para levantar puede hacer dafio at truss. Tagline STEPS TO SETTING TRUSSES MS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bradng. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bradng (see betow). 5) Install web member plane diagonal bradng to stabilize the first five trusses (see betow). 6) Instali bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set 1) Instate los arnostres de tierra. 2) Instate et primero truss y ate seguramente al arriostre de tierra. 3) Instate los proximos 4 trusses con restrlcddn lateral temporal de miembro corto (vea abajo). 4} Instate el arriostre diagonal de ta cuerda superior (vea abajo). 5) Instate arriostre diagonal para tos pilanos de los miembros secundartos para establllce los prlmeros cinco trusses (vea abap). 6) Instate la restricclon lateral temporal y arriostre diagonal para ta cuerda Inferior (vea abap}. 7) Repita este procedimlento en grupos de cuatro trusses hasta que tixtos tos trusses esten instatados. llUSUSIal Refer to BCSI-B2*** for more infornutton. Vfea ef resumen BCSt-B2*** para mas informacidn. RESTRAINT/BRAaNG FOR ALL PLANES OF TRUSSES RESTRlCadN/ARRIOSTRE PARA TODOS PLANOS D£ TRUSSES 0 This restraint & bracing methixl is for all trusses except 3x2 arxl 4x2 parallel chord trusses (PCTs). See top of next column for temporary restrant and bracing of PCTs. Bste metodo de restrlcddn y arriostre es para todo trusses excepto trusses de cuerdas paratdas (PCTs) 3x2 y 4x2. Vea ia parte superior de la cofumna para ia restricddn y arriostre temporal de PCTs. 1} TOP CHORD - CUERDA SUPERIOR TagAne . Approx. 1/2 _ iniss length ^ TRUSSES UP TO 30' {9.i m> _ TRUSSES HASTA 30 PIES Spreaeler bar ^fZ to 2/3 truss isnQth TRUSSES UP TO «0'(18.3 m) . TRUSSES H>^TA «0 PIES Locate Spreader bar gibovs or ftHffbacK INSTALLA'nON OF SINGLE TRUSSES BY HAND RECOMMENDACaONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO i- Trusses up to 20' (6.1 m) I Trusses hasta 20 pies Trusses 30' (9.1 m) or less, support at quarter points. Sopofte de loscuartos de tramotos trussesdeSO pies o menos. Trusses up to 30' (9.1 m) I Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL limiltSia Refer to BCSl-82*'* for more informadon. Vea el resumen BCSI-B2*'* para mas Infor- macidn. 0 Locate ground braces for first truss directly In line with ail rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer truss directamente en tinea con cada una de las fHas de restrlccldn lateral temporal de la cuerda superior (vea ta tabta en ta prdxima colurnna). (S) DO NOT walk on unbraced trusses. fVO camlne en trusses sueltos. •< 7 Top ChortI Temporary Lirtaral Restraint (TCUR) 2x4 min. Bracs first truss < securely before erecton o) ai^ditkmal trusses. Up (0 30' 10* (3 m) o.c max. (9.1 m) 10* (3 m) o.c max. 30' (9.1 m) -8' (2.4 m) o.c. max. 45' (13,7 m) 8' (2.4 m) o.c. max. 45-(13.7 m)-6' (1.8 m) o.c max. 6Cf (18.3 m) 6' (1.8 m) o.c max. 60'(18.3 m)-4' (1.2 m) o.c. max. 80' (24.4 m)« 4' (1.2 m) o.c. max. •Consult a Registered Design Professional for trusses tonger than SO* (18.3 m). 'Consulte a un Professional Registrado de Diseno para trusses mas de 60 pies. 0 See BCSI-B2*** for TCTLR opttons. Vfea ei BCSI-B2'** para las opdones de TOTJl UiSUfilii Refer to BCSI-B3*** for Gable End Frame re- straint/Wadng/ reinforcement informabon. Para informacidn sobre restrict cidn/arrlostre/refuerzo para Anvazones Hastiates vea el resumen BCSI-B3*** Note: Ground bradng not stiown Por clarity. Z) WEB MEMBER PLANE — PLAMO DE LOS MtEMBROS SECUNDARIOS Web members LATERAL RESTRAINT & DIAGONAL BRAUNG ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! 10' (3 m) -15' (4.6 m) max. Same spaci as bottom chord lateral restraint 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or ,.<<^^^J^ greater lapped over two trusses. Bottom chords Repeat diagonal braces for each set of 4 truKes. Repita hs arri- sotres diagonales para cada grupo (fe4 trusses. Diagonal bracing Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m] max. Note: Some chord and web members not shown for darlty. 10' (3 m) -15' (4.6 m) max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for darity. RESTRAINT « BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES ReSTRICCldN Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Ifjamlor DIaoonal bracing Repjamiagonai bracino 15 (4.6 m)* ^J;:^—--y-^ / even 15 tiuss spaces 30' •ySiUSa Refer to BCSI-B7*** for more Informatton. Vea el resumen BCSI-Bl'f para mas informacidn. Apply diagonal brace to verticai webs al end of carNever and at bearing locatkms. Ail lateral restraints lapped al least two trusses. lop (horil temporary lateral reslraM sfWMi stiall be 10' (3 itt) o.c. max. for 3x2 chords «id 15' (4.6 m) o.c. Ier 4x2 chords. INSTALLING — INSTALACION i71 Tolerances for tXit-of-Plane. Tolerandas para Fuera-de-Plano, mmm Tolerancias para Fuera-de-Plomada. D/SO 0(ft.| 1/4" (6 mni) f (0,3 m) 1C" (13 mm) 2' (0.6 m) 3/4" (19 mm) 3' (0-9 m) 1" (25 mm) V (1-2 m) 1-1/4" (32 mm) 5' (1-5 m) 1-1/2- (38 mm) 6' (1.8 m) 1-3/4" (46 mm) 7' (2 1 m) 2" (51 mm) 28' (22-4 ml CONSTRUCTION LOADING CARGA DE CONSTRUCaON (5 DO NOT proceed with constmctton unai aii lateral restraint and bradng Is securely and properly in piace. NO proceda con ta construcddn hasta que todas las restric- ciones laterales y los arrtostres esten cokxados en forma apropiada y segura. (S) DO NOT exceed maximum stack heights. Refer to BCSI-84*** for more infomiation. WO exceda las alturas miximas de montdn. Vea el resumen BCSI-B4""' para mas informacidn. Max. Bow Truss Length 3/4" 12-6' (19 mm) (3-8 m) 7/8-14 6' (22 mnn) (4.5 m) 1" 167' (25 mm) (6.1 m) 1-1/8-1B.8' (29 mm) [6.7 m) 1-1/4" 20.8' (32 mm) 16.3 m) 1-3/8" 22.9' (36 mm) (7.0 m) 1-1/2" 26.0' (3Bmm) (7 6 m) 1-3/4-29-2- (45 mm) (8-9 m) 2" S33-3' (51 mrr) (10,1 m) .r. Material Height Gypsum Board 12" [305 mm) Plywood or OSB 16" (406 mrn) Aaphalt ShtriglQS 2 bundtes Concrete Blo<d< 8" {203 mm) Clay Tile 3-4 laes high O DO NOT overload smalt groups or single trusses. NO sobrecargue pequenos grupos o trusses tndlvtduales, * (S) NEVER stack materials near a peak or at mid-span. NUNCA amontone tos materiales cerca de un pIco. 0 Place toads over as many trusses as possible. Cctoque las cargas sobre tantos trusses como sea posible. 0 Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES UfiUfiSd Refer to BCSI-B5."* Msa e; resumen BCSI-B5. "** DO NOT cut, altEf, or drill any structural member of a truss unless specifically permitted by the truss design drawing. KO corte, altere o perfbre ningun miembro e&trucWrai de un truss, s menos que este espectWcamente permit/do en e( dibujo del c/iseno del tmss. IjQUiSd Trusses that have been overloaded during construction or altered wittiout the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se /an sobrecargado durante ia construcc/dn o han s/do afterados s/n ia autor/zadon previa dei Fabricante de V-usses, pueden iiacer nulo ysin efecto la garantia fimitada dd fabri- cante de Trusses. "'ConUicttheCompoaeilt Maiufacturerfor BKir« InformaHon orcoficurt a Registered Design Professionil for assistance. To view a r>on-printing PDF af this diaainient, V\sH www.siKJndLifitrv.mrry t?;- NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator [If applicable) are profewlonals witn the capat>{lity to Lindcrtake the work they have agreed to do on any given project If the cont-actor believes it need'; a5slstan':e In some aspect of tlie construclbn project, ft should seelt assistance from a competent party The methods and ptocedjres outilnedin this documcrrt arc mtencJecfto ensure ttat the overall construction tectvilnues efnployed will put the trusses into place SAFELV. These cfKommendatlons for hancJlIng, mstalilng, restraining and bradng trusses are based upon the roliectrve experience of leading persomuit Involved witfi truss <lesign, manulactire and Instailatton, but must, due to ttie nature oT resoonsit'lltties involved, tw presented Ofity ai 1 GUfOE for use tiy a qualified bulteing designer or contractor It is not intended that these recommcnd<itlons be interpreted as superior to the buikJing desJgner^ design speclffcatlon for fiandllng, installing, restraining and bracing trusses and it does not preclude the useof ffJier equlvdient methods for restraInlng/bradng and providing stability for the walls, columns, floors, rool$and all the interrelated structural bdfding components as determined by the contractor, THus, S5CA and TPI expressly tilsclalm any responsrt>itlty for damages arising frtMn the us«, application, or reliance on the reconwrtendattons and iriformatior contained herein. 6300 Errterprtse Lane • Madison, Wl S3719 608/274-4649 * www.sbcindijstfv.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • AleKandria, VA 22314 703/683-1010 . www.tplnst.org iADVFRTFNCIA ' ^^^^ RESUMEN DE LA GUIA DE BUENA PRACTICA PARA EL MANEJO, INSTALACION, RESTRICCIOAI r ARRIOSTRE DE LOS TRUSSES SOIL REPORT FOR PEOPOSED BUILDING CONSTRUCTION ON 2734 ARLAND ROAD CARLSBAD, CALIFORNIA MS 08-06 PREPARED FOR MICHELLE LIN 2734 ARLAND ROAD CALRSBAD, CA 92008 PREPARED BY S.H. SHU, GE 4025 HARBOR DRIVE CARLSBAD, CALIFORNIA 92008 July 8,2013 SOIL RE[PORT FOR 2734 ARLAND ROAD CARLSBAD, CALIFORNIA I. INTRODUCTION This report presents the results of a geotechnical evaluation of the site located at 2734 Arland road, Carlsbad, Califomia. The site is legally known as Parcel A, Parcel Map No. 20908, in the City of Carlsbad, County of San Diego, State of California, recorded on 18* day of August, 2011 in the office of County Recorder of San Diego County, State of California, (APN-156-142-56). The general location of the site is shown on Figure 1. The purpose of this study was to provide geotechnical input to the appropriate govemmental authorities that control the issuance of necessary permits or approval of the planned subdivision. The geotechnical evaluation was based on the folio wings: (a) Observation of existing site conditions. (b) Observation of the exposed soil conditions in two of the test pits explored within the proposed new lot. (c) Logging, sampling and test of representative soil samples from the pits. (d) Review of published geological and soil conditions data at or near the site, and (e) Preparation of this report presenting my findings, conclusions and recommendations. II. SITE DESCRIPTION AND PROPOSED SUBDIVISION The subject site is located along of and fronts Arland Road to the west that intersects Highland Drive to the north and Buena Vista Way to the south, in the City of Carlsbad, Califomia. Access to the site is via Arland Road to the west. An existing single-family residence currently occupies the southerly portion of the site and a detached storage structure in the northwest comer of the site. Easterly area of the site is mostly used for farming. The site slopes down gently to the east. The existing site is approximately 8,500.00 sf with an Rl-7500 zoning. The storage structure in the northwest comer of the site will be demolished for new constmction. The new lot created will be approximately 149.73 foot deep and 62.84 foot wide in the northwest comer of the site. (See Figure 1). III. FIELD EXPLORATION & LABORATORY SOIL TESTING Two test pits(see Figure 1) were explored manually within the planned subdivision lot in the northwesterly portion of the site (Parcel 1). The test pits were excavated to depths ranging from 24 to 28 inches below existing groimd siuface where hard formational soils have prevented excavation below these depths. The soil layers encountered are described below: Test Pit 1; 0-12": Top soils, silty fine to medium sand, dry to moderately moist with some wet spots, brown to dark brown in color, moderately compact with some loosely cultivated loose spots. Bag Sample 1 @ 6-12". 12-24": Formational materials, also silty fine to medium sand, but compact, moist, reddish brown to brown. End of excavation at 24". Test Pit 2; 0-12": Top soils, same as Pit 1, dark brown, graded into brown with depth, some root lets, organic, slightly moist to moist, loose. 12-28": Formational materials, reddish brown to brown silty fine to medium sand, compact. End of excavation at 28". Bag Sample 2 @ 28". Bulky Bag samples were obtained for laboratory test. The test programs consist of maximum dry density determination and consolidation test of remolded soil samples. The purpose of the maximum dry density test is to establish criteria for fiiture soil compaction use. The consolidation test is to determine the volume changed potential of the formational materials compacted to different dry densities and subjected to various surcharge loads with or without water influence. The results of these tests are presented below: Maximum Drv Densitv Test (per ASTM D1557 Method D of compaction) Maximum dry density Pit 1 @ 5-12" (Bulky Soil Sample) — 122 pcf Optimum moisture content — 11% of dry soil weight. Consolidation Test; The results of consolidation test performed on two remolded soil samples from representative top soil from Test Pit 1. The purpose of the test is to establish criteria for fiiture compaction control. The results of the tests are presented below and also graphically plotted on Figure 3. Volume Change Under Different Surcharge Loads (Vertical Displacement in % Measured From Original Soil Height) Surcharge load in (psf) 144 644 844 1644 2644 4144 Volume Change Test Sample 1 (Remolded to 110.0 pcf) Field Moisture Condition 0.04%-0.3% -0.4% Saturated Condition -0.85%-1.40% -1.88%-2.65% Test Sample 2 (Remolded to 100.00 pcf) Field Moisture Condition 0.4% -1.09%-1.27% Saturated Condition -1.97% -2.64% -3.8% -6.3% IV. GENERAL SOIL CONDITIONS Based on the results of field excavations and the research of the published geological and soil literatures, the subject site is covered with shallow top soils (slope wash material) to a depth of approximately 12 inches below existing groimd surface. The top soil layer is imderlain by firm formational materials consisting essentially of reddish brown to brown silty fine to medium sand to the end of exactions. Because of uniformity in soil profile, the excavation was terminated at relatively shallow depth. Geologically, both top soils and the formational materials are known locally as Pleistocene-aged marine terrace deposit. The US Department of Agriculture has classified and grouped the deposit into Marina loamy sand, 2 to 9 percent slope series with a description symbol of MIC. (See Reference: "Soil Survey" By USDA Soil Conservation and Forest Service in cooperation with UC Agricultural Experiment Station, US Department of the Interior, Bureau of Indian Affairs, Department ofthe Navy, and the USA Marine Corps, 1973). This series of soil spreads widely along the coastal area of North San Diego area. The MIC series of deposit consists essentially of somewhat excessively drained soils derived from weakly consolidated to non-coherent fermginous loamy sand. The representative profile of the surface layer is brown and dark yellowish brown, medium acid to slightly acidic loamy sand about 10-inchin thickness. The subsoil is brown and neutral to mild alkaline loamy sand deposit of approximately 47 inches in thickness. It is uniformly non-expansive, non-sticky with non-to low plasticity. The deposit is permeable and erosive. The available water holding capacity is approximately 4 to 5 inches. The average particle size of MIC series is 2.0 to 0.005 millimeter and it typically has less than 35 percent of fine particles passing US 200 standard sieve sizes (74 microns or 0.0029 inch). The above soil characteristics have been confirmed by our field explorations and visual classification. V. SEISMIC GEOLOGIC SETTINGS The westem San Diego region has historically been an area of low seismic activities (Allen et all, 1969, page 753). All of San Diego county, the northwestern tip of Baja Califomia and much of the peripheral offshore areas have been devoid of large earthquake epicenters since 1932. Smaller earthquakes with a magnitude (Richter scale) of 3.9 or less have occurred within this area, but they have been scattered both spatially and temporarily. On the whole, very little damage, if any, occurred as the results of these small earthquakes. The largest recent earthquakes were the low-magnitude of 3.7 and 3.6 events on June 21 and 22,1964 with epicenters near southeast San Diego. Both of the local events had the maximum Modified Mercalli intensities of VI and caused only slight damage. In San Diego region, future earthquakes are most likely to associate with the prominent local faults, such as Rose Canyon fault, the La Nacion fauh or the Sweetwater fault. Among these, the Rose canyon fault is the closest to the job site and would probably govem the selection of the required earthquake design criteria for the proposed project. However, this fault is still considered to be only "potentially active to low potential" category fault rather than an "active" fault. Elliot has studied this fault, and concluded that the Rose Canyon fault might produce an earthquake having a magnitude of 4.8 in a 100 years recurrence time. In the absence of known active fault in the vicinity of the site as well as within the Alquist-Priolo Earthquake Fault Zone, the most likely place for these damaging earthquakes to occur in future is along the known active faults that lie within the Southem Califomia region outside San Diego area. This is because most of the large earthquakes in Califomia are related to movements along active faults that lie within the Southem Califomia region outside San Diego area. This is because most of the large earthquakes in Califomia are related to movements along active faults. The closest active fault known to exist outside San Diego area is the Newport-lnglewood fault located approximately 5.6 miles west of the site. Earthquake design of future building at the new subdivision lot may be based on the design parameters listed on the Uniform Building Code that are selected from this geologic setting. The specific earthquake design parameters recommended are presented in the RECOMMENDATIONS section ofthis report. In addition, liquefaction potential on the site during earthquake shaking is nil due to dense nature of the formational materials and the absence of ground water body nearby. IV. CONCLUSIONS Based on the results of field investigations and study, it is the writer's opinion that the existing site is feasible for subdividing to facilitate new constmction as long as the subdivision conforms to the local zoning ordinance. There will be no geologic or soil consfraints that would prevent the new subdivision lot from new constmction. The integrity of the existing owner's building at the site is exemplary to the favorable geology and soil conditions. In addition, the subject is neither in the vicinity of a lake or a natural water body nor in amidst of a natural water course. The subsurface materials consist mainly of firm formational deposit. Therefore, the site should be devoid of soil liquefaction during earthquake shaldng. RECOMMENDATIONS General; Depending on planned final elevation of the subdivided lot, minor site grading would be required. If a cut will be made to bring the subdivision lot to final elevation, all future building stmctures, such as concrete slab on grade and building foimdation can be supported on the firm formational silty fine to medium sand approximately 12 inches below existing groimd surface. If a cut-fill operation will be made to bring the final surface to a uniform elevation, certain precautionary grading procedures would be required to assure uniform stmcture performance in the future. Precautionary grading procedures are described in the Site Grading section that follows. Site Grading; When cut and filling operations are to be made to bring the final groimd surface to the planned elevation, the upper existing top soils should be completely excavated to expose the firm formational deposit. The clean excavated on site soil, devoid of roots or rootlets or any organic matters, may be used as compacted fills. The horizontal limit of removing existing top soils is the equivalent depth of removal beyond perimeter footing of future building. Before placement of fill materials for compaction, the exposed surface should be scarified to a depth of 6 inches, moistened as needed, and uniformly compacted to at least 90 percent of the maximum dry density as obtained by the ASTM D1557 Method D of compaction. Subsequent to surface preparation, the clean excavated on site soils may be placed for compaction. The minimum required compaction for the fill material is also 90 percent relative to its maximum dry density described above. Foundation Design and Construction; Conventional spread footing and continuous perimeter footing may be used to support future building at new subdivided lot. The footings may either be founded on the firm native formational soils or on the compacted fill. The required minimum depth for footings founded on both formational and compacted fill is 12 inches below the lowest adjacent undisturbed groimd surface. The presence or absence of gopher holes or lateral force design requirement may govem the required footing depth. The reconmiended minimum width for continuous footing is 12 inches, and 18 inches for both square footing. All footings so designed and placed at the recommended minimum depth may be loaded to a maximum unit foimdation pressure of 2500 pounds per square foot. This value is for dead and live loads only. It may be increased one third for combined dead, live and transient seismic or wind load. After footing trench excavations, the exposed soils in the trench should be observed by a Geotechnical Engineer before pouring concrete. If loose soil or detrimental organic or debris is exposed, the footing depth may be deepened or these should be removed or be properly compacted to at least 90 percent of the maximum dry density. Where unexpected gopher tunnel is encountered, the tunnel should be grouted or be removed for compaction. Lateral Resistance Design; The lateral force may be resisted by the combinations of (a) the fiiction developed between the footings and the bearing soils and (b) the passive pressure developed on the side faces of the footings. To estimate frictional resistance component, a frictional coefficient of 0.4 may be used. To estimate passive resistance of the soil on the sides of footing, 300 pounds per square foot per foot of depth is recommended for those footings completely surrounded and confined by a level ground. The recommended maximum passive pressure is 3000 pounds per square foot for the combined total of dead, live and seismic loads. Earthquake Resistant Design The most likely place for potentially damaging earthquakes to occur in the future is along the known active Newport-lnglewood Fault located approximately 5.6 miles west of the site in the Southem Califomia region. Based on these findings, the recommended soil parameters that may be used for earthquake design, per 1997 Uniform Building Code (also 2001 Califomia Building Code Division 4 and 5 Chapter 16) is as follows: 1. Seismic Zone Factor, Z= 0.4 per figure 16-2 of UBC. 2. Soil Profile Type per Table 16-J of UBC: Sc (Standard Penetration Blow Counts Criterion > 50 category) 3. Seismic Source: Type A 4. Closest Distance to Known Seismic Source: =< 10 km 5. Using above selected factors to determine the Near Source Factor, the Na and Nv of Table 16-S and 16-T of UBC, respectively, should be 1:1 6. Seismic Coefficient Ca per Table 16-Q is 0.4 Na. Concrete Slab on Grade; Both compacted fill or on site formational sub-grade soils can be considered non- expansive. Slab reinforcement, per local building ordinance, can be used. The suggested minimum slab reinforcement is one later of 6x6-10x10 welded wire fabrics at the middle height of the slab. The slabs to be covered with fiooring should be protected by an acceptable vapor barrier, such as 10 mil thick plastic sheet. To prevent punctures and aid in concrete cure, slab should be covered with and imderlain by clean sand later at least lOinch in thickness. The sand later can serve to equalize intmded moisture and support a moisture vapor barrier sandwiched in the sand layer. Site Drainage; As onsite soils are erosive, it is necessary to confine both footing and slab bearing soils at all times. To accomplish this, an efficient site drainage system should be installed to drain away or to minimize surface run-off from adversely influencing the bearing soils. The efficient site drainage system should be maintained at all times. Construction Observation and Testing; The conclusions and recommendations presented in this report are based on the information obtained from field explorations, laboratory testing of soils as well as research of available geo-technical publications pertinent to the site. As subsurface materials may vary from place to place, it is pmdent to have exposed soils checked from time to time during constmction and grading. The suggested phases of soil observation by a Geo-technical Engineer during grading and constmction are listed below: 1. After removal of top soils and before placing excavated soils for compaction. 2. After foimdation trench excavation before setting steels and pouring concrete. 3. Before and after backfilling of utility trench, is any. 4. Testing of compacted fill after placement. 5. Temporary excavations in the vicinity of any existing stmcture, if any. NO OrETZI eM ;5<:;,6pu ;:.,ipt SE;Mi -LDtSA; rT-i>v-..(:; 2 cv 3t.CS X ! O DiV lilt]MB BtB Nrii* m ffl s( tc iC -a 'Il 0 /o Jtsf J" 9 X If you have any questions regarding the information presented in this report, please feel free to call. Respectfully submitted. S.H. Shu, CE 19913, GE 772, Date BUILDINQ ENERQY ANALYSIS REPORT PROJEa: NEW HOUSE 2734 ARUND ROAD CARLSBAD, CA 92008 Report Prepared by: Perfect Design & Development, Inc. 2416 W Valley Blvd Alhambra, Ca 91803 Tel. No. (626) 289-8808 Job Number: K13-904 Date: 6/7/2013 Th>EntiByProoow^wlwproBrOTtmbe<nu8»dlppti«atreM» •ulhortwdlvttwCaWOHilKenwByCommliiionforuwwBhl^ TNs rmnnmn dMVlODMt bV EMKMSON. LLC — WWW.WMRMalLOani. TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Fonn CF-1 R Certificate of Compliance 3 Fomi MF-1R Mandatory Measures Summary 8 HVAC System Heating and Cooling Loads Summary 11 Room Load Summary 12 Room Heating Peak Loads 13 Room Cooling Peak Loads 14 EtmByPro8.1 byenwuySo* JobNuwbT ID:K13-904 Utf NmnbT 1919 PERFORMANCE CERTIRCATE: Residential (Part lof 5) CF-IR I lUMu mnw — NEW 2ND NEW HOUSE ^ZTSTARLAND ROAD CARLSBAD BuidkiaTypa BShigleFamHy • AddWonAlone • MuW Famly • Existing^ AddHkNVAIteration CiMftjiiila Cimuu Clilliii TiMm CA Gffimato Zone 07 6^/2013 TomCand. Ftoor AIM 634 AddWoo I tfofSlurlBS n/a 2 HELD INSPECTION ENERGY CHECKUST • Yes Qhk) HERS Measures-If Yes, A CF-4R must k)e provided per Part 2 of 5 of this form. • Yes E3No Speciai Features - tf Yes. see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity {f^ FeatufW8(aeePart2of S) Status HOOf Wood Fmntd AUc R-30 634 wVQOSf rfmnWtf R-13 741 Boor R-19 634 FENESTRATION U- Exteiior Orientation Area(/i[^ Factor SHGC Overhang Skieflns Shades Status 38.0 0.380 0.24 non* BupScfMn Fmnt(SW) 96.2 0.300 0.24 nono BugScnon 44.0 0.360 0.24 norm Bug Sown Right (SE) 32.0 0.380 0.24 none nono BugScnmt HVAC SYSTEMS Qty. Heattnfl mn. Eff Cooling Min. Eff Thennostat Status CwiMFunMO* aO%ARX SpmMrCondUoim 14.8 SEER Stibm* HVAC DISTRIBUTION Locatkm Heating Cooling Duct Locatton Duct R-Value Status NEW 2ND UNIT Ouctad OucM 6.0 WATER HEATINQ Gallona Min. Eff Distribution Status tntUntOt* 0.84 AMPIpmlm ErmnivPmS.1bvBn9mrSoH UwrWumbT fgtO RuaCodK W9-«8-0m0:88:88 ID:K134>04 Pta»3ol14 PERFORMANCE CERTIFICATE: RetMential (Part 2 of 5) CF-IR ProlsGtNinw Hm/iTHOUSE BuMbigTVps B Single Family • Addlion Alone • MuW Famiiy • Existing^ AdcfiUon/AIMration Dato 6^/2013 SPECIAL FEATURES INSPECTION CHECKLIST The antorosmom agency should piy apocial attsniion to the JusBflcaUow end documenlrtlon, end tpeciel wcWcatioii to be u—d wtth the pettomenoe epproech. The enforoentent agency HERS REQUIRED VERIRCATION Iteme in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures Bsted below for final to be given. EnBrmPto8.1l»BmmSc» UmrNumlmr: 1010 RMnCadB: mi4m^0:BB:a6 PERFORMANCE CERTIFK^ATE: Residential (Part 3 of 5) CF-IR j^CDlllMCStJNflOM NEW HOUSE BuMbigTypi BStoigleRniay OAddMonAlone • MuW Fandly • Existing^- AddWon/AHeration Date e/7/2013 ANNUAL ENERGY US6»UligiARY "'^^ (kBtum'-yr) Space Heating 8.88 9.74 •0.88 Space CooHng 1389 10.67 3.22 Fans 6.11 8.77 0.33 Domestic Hot Water 38.68 21.37 17.28 Pumps 0.00 0.00 0.00 Totale 67.81 47.88 19.96 Percent Better Than St) mdard: 29.6% BUIUHNO COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Area 58 44 36 32 0 166 26.9% BuHcfing Front Orientation: Number of l>wening Units: Fuel Avaiiabie at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: (5H922Sdlt0 t.00 NttanlGu 834 0 9.0 0.38 0.24 Ext. Wans/Roof (SW) (NW) (NE) (SE) HOOf WaH Area 2f6 239 2f8 239 634 TOTAL: Fenesfration/CFA Ratio: REMARKS STATEMENT OF COMPUANCE This certificate of compliauice lists the bufidhig features and specifications needed to compiy with Title 24, Parts 1 the Administrative Ftogtdetions md Part 6 the Efficiency Stand«tis of the CiMfomia Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company PERFECT DESIGN A DEVELOPUBrT. INC MOnu 2416WVall$yBM CIty/Strtaglp Mhmnbn. Ca 91903 Hum PtftiOutign Ptione («2e!>269.8808 6/7/2013 Sianed Data The individual with overatt design responsibiRty hereby certifies that the proposed building design represented in this s of constnjction documents is oonsiMent with the other oorrqiiianoe forms and woritsheets, with the specifications, and with any other calculalions subrrritted with ti^ pennit appHcaiion, and recognizes that oon^ifiance teing (fejct design, duct s^Hng, verWcaHon rsMgerant charge, insulation frwtatetion quality, »)d buiiding envelope sealing rec^re installer testing and certiflcatim) and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Addresa Nama CIty/SlM/ZIp . Signad Ucanae# Data &»a>m^S.favB»iwSoff Uaar Atoiftar ffltfl nyffff|nfrr|ffiHrMme:M:M ID:K134)04 CERTIFICATE OF COMPUANCE: Residential (Part 4 of 5) CF-IR PiRHaclJKteiM NEW HOUSE BuHbigTypa B Single Famiiy • MuW Family • Addition Alone • Exitting+AddWon/Alteration Dato 6/7/2013 OPAQUE SURFACE DETAILS Surface Type nOOr Area 634 Factor Insulation Azm 0.032 R-30 Tilt 22 4.2.1-A8 Joint Appendix 4 NEW »0 FLOOR LocaBon/Comments fSO 0.102 R-13 48 90 Mwr 4.31-A3 NEW 3»«) FLOOR MM fao 0.t02 R-13 225 90 Mn» 4.3.fVt3 NEWm>H.OOR 198 0.102 R-13 318 90 4.31-A3 fHEW2M> FLOOR 207 o.iia R-13 138 90 4.3.1-A3 Nm 2ND FLOOR Floor 834 0.048 R-19 180 4.4.2-A4 NEW mj FLOOR FENESTRATION SURFACE DETAILS SHQC ID Type Arsa U-Factor Aan Status Glazing Type LocaMon/Comments 3810 01380 NFRC 0.24 45 DoM»NonUtMatar(ei NEW2NDFL00R 98.2 0.360 NFRC 0.24 NFRC 225 NBfV2tO FLOOR IJifrir^iif 44.0 0.380 NFRC 0.24 NFRC 3f5 Doub<»Now<UWa<C>iarffl NEW m> FLOOR 32.0 0.360 0.24 NFRC 13ff DouthNontMCImrt NEW^O FLOOR (1) U-FaotorlVp*: 11S^.DafM«TabtofiomSiandMdi,N^lcr (2) SHGCTwa:, llfrB-DatoultTaiilafromStindaidi. NFBC- Valua Vafcia EXTERIOR SHADiNQ DETAILS ID Exterior Shade Type SHGC Window Hot Wd Len Hot LExt RExt Owtfianfl LeftFfci Dist Len Hot DIsl Len HigtitFIn JSlL BupScraan 0.76 BugSamn 0.76 BugSemmT 0.76 BuaScnm 0.78 BmsnPm 5.1 br &mm$oH Umr Numbtr. 1919 RuaCodm 2019-66-«m0:98:88 ID: K13-904 Pasm6oH4 CERTIFICATE OF COMPUANCE: Residentiai (Part 5 of 5) CF-IR NEW HOUSE BuHkiatyp* B Single RtmHy • Addlion Atone • MuW Family • Exi8ting+ AddWon/Altenttion Date 6/7/2013 BUlLDtNQ ZONE iNFORMATICTT Floor Area (r) System Name Zone Name EidWinQ Altered Removed Volume YaarBuMt NEW2NDUNrr WD FLOOR PLAN 634 8.706 Totole 834 HVAC SYSTEMS System NOTS HeattogType Min. Eff. Coollna Type Mto. Eff. Thermostat Type Status NEWWDUm CMfrW Awiaoa SOK AFUE SpKtAtCoiHmonmr 14.8 SWi SoUtock HVACDBTRiBUTKXi System Name HeaMng CooHng IXiCt Location Duct R-Vatoe Ducto Tested? Status NEW2NDtMrr Ouetod Oudad >Wc C»Sfig//w, wtotod 8.0 WATER HEATINQ SYSTEMS System Name Type Distribulion Rated input Tank C«to- Energy Factor or RE Standtiy Loss or PBot ExL Tar* tnsul. R- Value Status r/UCAG/ T-K3 MantGas AlPlpmUm 199.900 0.84 MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATINQ SYSTEM PIPING Controi OjSL. HP Hot Water Piping Length JQ- Plenwn Outside Buried ^1 Svstem Name Lerigth Ptoe Diameter Insul. Thick. EimayPro8.1bYErmimSoll Umr Numlm: 1919 RmtCoOt: 201»-0$-miOM:86 ID:K13-904 Pago 7 of 14 MANDATORY MEASURES StWIMARY: Residential (Page 1 of 3) MF-1R '^^'^ NEW HOUSE Data 6/7/2013 fjQIEl Low.rlse residential biMhskigs sutiject to the Standards must oon^ the oomplianoe approach used More siringsnt energy measurss Istod on the Certiflcato of Complanoe (CF-IR, CF-1 R-ADD, or CF- IR-ALT Form) shal supenwde the items rnaiked wito an asterisk (*) iMtow. TMs MandMory Measures Surm^ into the pennit documente. and the appiical)to features shtf be oonMersd by aH parties as mtoimum coi^^ specWcaltons whether they are shown dsewhere in the documento w to this summay. Submit all applicabte secH^ FOnnwithptens. DuDdlnfl Ciwaioiie wyw^weee^g —e>wwwyp^y Slt6(a)1: Doors and windows between condWoned end uneondWoned spaces are maiHiactured to Mtt^ §116(a)4: Fonestratton producte (e)ecepl fteid-tebricated windows) have a label listing toe Coefficient (SHGC). and InWtrattonthrt meete the rsqulrsmerts of 810-111(a). 8117: Exterior doors and windows are weather-sWpped:aaiotott and penetrattons aw caufced and sealed. 6118(a): toKilailon specified or insteited meete Standards for InsulaitoQMateriaLlndkate type a^ §1l8(i): The themial emittance and solar reflectance vtfues of the cooi rooftogrnaterialrneetet^ tortaflattonofa Cool RoolisapeciBed on the Cy-1R Fomi. '6150(a): Mtoimum R-19 Insulatton to wood-frame ceMIno or equivalent U-factor. 8150(b): Loose fillnsulalton shall confonn witomanufactuTBr'slnstalted design labetedR-Vahte. *S1 SO(c): Minimum R-13 insulatton to wood-frame waM or equivalent U-factor. *8150(d): Minimum R-13 insAtton to raised wood-frame floor or equivalent U-factor. 8150(f): Air retardtog wrap Is tested, labeted. and toslaled accordtoo to ASTM £1677-95(2000) when soedWed on the CF-1 R Fonn. 6150(a): MandrtorvVwaor banter instaied to Cimate Zones 14 or 16. §150(1): Water absorption rate fbr slab edge insulalton material atone without factogs Is rate Is no oreater than 2.0 pefnVlnch and ihaH ba protected from physical damaoe and UV lioht deterioration. nranlerea Deoorailwe Qae AooKancM and Gtaa Loa MeMUiee: 8150(e)1A: Masonry or ^actor»^builtflrspleces have a ctosabtemetrt or glass door covering the etWreopentog^ §1 S0(e)1 B: Masonry or factory-built fireplaces have a oonibustton oulskte air totake, which is at least ^ square equippedwltoawWiarsad»yaoossstote.opersbte.andttal<-fltttogdarnperandoracombustton-aircon^ §1 S0(e)2: Condnuous bumtog pflot Hghto and the use of indoor air for cooling a ftabox jacket, when thttf indoor air is vented to the outtkteofthebuiMtoB.areprohtolted. Sonca CondHfcmino. VIMer lleelliMi and PkMnbtaia Soelewi Maettwee: §110-§113: HVAC eiMpntent. water heitori. showsrheads, teuoste and aH other reguiatad applan^ Cotnmisston. §1 l3(c)5: Water heating redrcuiaihto ktope sen^ rnuMpte dwteVtog unite and Hig^^ valve, backfiowpreventton. pump Isolaaon valve, and rechculattontoopconnecttonrequlrBmente of 61 i3(c)S. §115: Conttououely burntog pHot Hghtt are prohtolted for nature gas: fan4ype central furnaces, housed (appNances with an olectrteei supply voNage connection with pitot Vf/ttis that consume lees than 150 Btu/hr are exempt), and pool and spa heaters. ^ ^ 8150(h): Heating andtorcooino toads are cahailated to aocordwicewito ASHRAE. SM^^M or ACC^ 6150(1): Healtooaystenw are equipped »»Withemfioel«sthtf meet the setoackrsqufreniente of Sed^ §150(01 A: StonHie gae water heeters rated wito an Eneqjy Factor no greater than the federal riWi^ wito insulatton havtog an tostaHed thennal reeistenceotR-12 or greater. §150(1)1 B: linllred storage tanks, such as storage tanks or backup tanks for solar water-heattog system tarries have R-12 external Insuialton or R-16 intemal tosulalton where the totomal tosuiation R-value is todcated on the extertor of the tank. , , §150Q^: First 5 fset of hot end coto wrter p^ ctosest to wtter heater tank, non-recircuiating ^sterns, and entire tong^ reciroulattog secttons of hot water pipes ere tosuiated per Standards Tabte 150-B. §150(1)2: CooHng system piping (sucton, chfltod water, or brine lnes).and piptog insitfated between heaitog souroe and indirect hot wrter tank ShaH be insulated to Tabte 1S0-B and B»MWonl5Q-A. §150(1)2: Pipe InsuiaHon tor steam hydronic healing systenw or hot water syslanis >15 psi. meete the requirernente of Standards Tabte 123-A. 6150(l)3A:tosulrtionte protected from dan»aoe.includtog lhat due to swHttfrt. moisture. eQ»^^ §1500^: Insulation for chied water piping and refrigerartsudton Hnes tociudes a vitoorretardam or is ere condWoned space. 6150(1)4: Solar waier-hetfInQ systems antfPrcoiectors are ceitilled by the Solar Raflng and Q awgyPW&f ^yeiwySoft tAarMwiOir: f9f9 WMwCeda; aet3-e»eme:88;88 <P:Kf3-904 PagaBofU MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R ProjectName - NEW HOUSE Date 6/7/2013 §lS0(m)1: AH air-distributton system ducte and ptonunw tostaHed, are seetod wto tosulatod to meet the rsquiremente of CMC Sec^ 601,602,603,604,605 and Slwidard 64S; SMpply-aIr and relum-air ducto vto ptenu^ 4.2 or enctoeed enttrely to oondWoned space. Opentogs shM be sealed wito masilc, tape or other appNcabte rsquirsnwnte of tJL 181. UL 181 A, or IJL181B or aeroeol seetent that meete the requiremente of UL 723. H mastto used to seal openings greater than 1/4 toch. the combinaMon of mastto and aHfaer mesh or tape shaH be used $150(m)1: BuHdtog cayWee, support plaltonns for air handters, and ptenums defined or constmcted wito mate^ sheet metal, duct board or flexibte duct shaH not tw used for conveying concfitened air. Buitoing cavities and support piallorms may conlato ducte. Ducte tostaHed to cavities and support pialfbnm ShaH not be compressed to cause reducttons to the croes-secto oftheducte. §150(m)2D: vioints and seams o^ ckJCt systems and their components shait not be seaied with cioth back rubt>er acftiesive duct tapes unieee such tape te used to oomblnatlon w>ith mastic and draw tiands. 8l50(m)7: Exhaust fan systetne have back draft or automatto dampers. §150(m)e: Gravity ventHattng systems serving condWoned speoe have either automatic or readHy aooessibte, manuaHy operated dampers. §1 S0(m)9: tosulaton shaH be protected from damage, indudtog that due to sunHght, moisture, equipment matotenance, and wind. (^eHuiar foam tosuia^ shtf be protected as itoove or painted wito a coating that is water retardam and radiation that can cauee depradatton of the material. 8l50(m)10:Ftedbteductecannot have porous inner cores. §150(0): Att dweWixi unite sheR meet the requiremente of ANSVASHRAE Standted 62.2-2007 VentHatton and Accepted Qual% to Low-Rtee Resldenltel BuHdtogs. Window operstion is not a pemiissibto method of provkHng the Wh^ reouirBd to Sectton 4 of that Standard. Pool and Spe HeaSng Syetereeend Equtement Meeeuree: §114(a): Any pool or spa heeling system sheH be oertMed to have: a therrntf efficiency that compHes wito the AppHance E RegulaHons; an on-off switoh mounted outskte of the heater; a pennanent weatherproof plate or card wito opers^ ShaH not use electric reeietance heating or a pHot Hght §114(b)1: Any pool or spa healing equipment ShaH be InstaHed wito at least 36'of pipe between finer and he^ and retwn Hnes. or built-up oonnecttons tor tuture solar heating. 61l4(b)2:Outooorpooteorspeathathaveaheatpt»nporgasherter8haHhaveacover. §114(b)3: Poote ShaH have dbeclktoai inlete thtt adequate^ tnix the pool water, and a tinw switch that wW progremmed to mnortfy during off-peak electric demand periods. 6150(p):Resktentlel pod systems or equipment meet the pump sizing, flow rate. ptotog.flltere. and <«lw §150(k)1: High efiteaey kimtoaires or LED Ugm Engine wito Integral Heat Stok has an eflkacy that is no tower tt^ contained to Tabte 150O and lend a low efficacy kimtoaire as specBted by 8i50(k)2. 8150(k)3: The wattage of penwanenfiytoetaiedtomlnaHee ShaH be detenntoed as specWed by 8130(d). §150(k)4: BMtete for fluorescent lamps nMed 13 Watte d greMsr ShaH be electo)r^ »to ShaH have an oulpd frequency no tess toa^ 20 kHz. §150(k)5: Pennanenliy Instiled nigM Hghtt and night Hgttot Integral to a pennanently InstaHed iuntinaire w only high efficacy lainpe meefing the mlnimiOTi eflicactee conlatoed to Tabte 1S0-C and ShaH nd corrt^ volb^je temp hokter; OR ShaH be rated to consune no more than flve watte of power as detenntoed by §130(d), and s^ medkim screw-base socket 61 S0(k)6:Uttottog integral to exhaud tens, to rooms other than Wtehens. ShaH med the appHcabterequirernented 61SOW^ 6l50(k)7: AH swltohtoodevieee end conirds ShaH med toe requirsmente d6lS0(k)7. §150(k)8: A minimum d 50 peroed d the tdd nued wattage d pennanenOy InsiaHed Hghfing to kitchens ShaH be high effk»^ EXCEPTION: Up to 50 wMs for dweHtog unite tess than or equd to 2.500 Il2 or 100 watte fOr dwefltog unite Iwgar th^ exempt from the 50% high efficacy requ^ement when: aH low effk:acy kiminaires in the idtchen are controiled tiy a manual on occupant sensor, ditnrner, energy managornont system (EMCS). or a tnuW-soene profl^amrnabte contrd ^s^ luminaries to garages, laundry rooms, doseto greater than 70 square feet and utility rooms are high efficacy and controlled by a manual-onoccuPMttseneor. §l50(k)9: PemHwenllyinstaHedHghtoigtoat is idernd to cabineteshifl use no more than 20 watted power py Hluminated cabinet. BiargyProS.1byEnmgySon Uaar Numbar. 1919 RmiCada: »19-0$^mO:8A'9e ID:K13-904 PagaOofU MANDATORY MEASURES SUMMARY: Reskiential (Paqe 3 of 3) MF-IR Pri^Name NEW HOUSE Dato 6/7/2013 §150(k)l0: Pemienently InsteHed kimtoakes to bathrooms, attached and detached garsges, laundry rooms, ctoeete and utHlty rooms shdl be high efficacy. EXCEPTION 1: Permaner% InstaHad tow efficacy luminaires ShaH be aUowed provktod thd they are controHed by a nmuiu^ occupaitt sensd certified to ooniply wW) the applicabte requiremente d §119. EXCEPTION 2: PentUHiently tostaHed tow efficacy kimtoaires in ctoeete less than 70 square fed are nd raqulrad to be contrdled by a manual-on occupancy sensor. §150(k)11: f>enn»tently tostalsd iurntoairee tocated to rooms or areas other than to kitehens. bathroom^ doeete. and uBHty rooms ShaH be h^hefWeecylutostelres. EXCEPTION l:PennanenMylnetaHod tow efficacy to dtowed provktod they are oontrdtod by dlher a dtoimer svMch thd cdtqiHes wito toe appHcabte raquirs^^ on occupant soned thd compHee wito (he appHcabte requireinente d fl 19. EX(:EPTI0N 2: Ughttog to detached dorage buHd^ than 1000 eouare ted tocatedonareddentWstts lend required tooomplywlto8l50(k)li. §lSO0c)l2: Lufflinairss recessed toto tosulded ceUtogs ShaH be Heted for zero ctearsnce insutatton conted (IC) by Underwriters Laboratories or dhd naltonaUy recognized tesUng/rating liiboratory; and have a iabd thd oertHtee tte tedtege less then 2.0 CFM d Pascds when teded to aocordanoe wito ASTM E283; and be sealed wito a gaskd or cauflc beh^ the tomtoaire housino and cdHng. §l50(k)13: Luininatas provkfing ouUod H(^tfing. toctodtog Hearting for pri dwdtoig unite. entranees,belconies. and porches, whkto are pernwnetiMy mounted to a rssktenW same tot ShaH be high effidtoy. EXCEPTION 1: Pennanently tostaHed outdoor kw eff^ they are controited by a manual on/off switoh, a motton aenaor not having an override or tiypass switch that disables the motion sensor, and one d the foHowIng cortods: a photooontrd nd having an ovenkte or bypass switeh M astronomlcd time dock nd having an override or bypass switoh thddsabkte the adronomicd time ctock cortod system (EMCS) nd havtog an override or byjwss switch thd aOows the luminaire to be always on EXCEPTS iuminairss used to cornply wito Exoepltoni to §l50(k)13 rnay be controHad by a temporary overrkte swil^ sensing functton provktod thd the motton sensor is adomaficaHy reacfivated withto six hours. EXCEPTION 3: Penranently Instadled luminaires to or around swinuntog pod. walsr featores. or other kxidton subjed to Artk:to 680 d the CaflfOrnta Ete be Wdi efficecy bmlnakes. §l50(k)14:totenteHyHton^inatededdWBS signs ShaH comply wito Sectton 148; OR ndcontato a screw-base soc^ more than five watte d power as detenwtoed according to 6130(d). §150(k)1S: UgliMrHi tor paridng tote and carports wIto a totd d fOr 8 or rrare vehkdes per d^ requiremeds to Sedtone 130.132,134, and 147. Ughttog for paridng garages for 8 d more vehictes shaH comply wito the appHcabte reouiremeras d Sedtons IM. 131.134. and 146. §1 S0(k)16: Permanently InetaHed Hghling to the enctoeed, non-dweHing spaces d tow-rise resktontfd bdklngs wito fo^ dwelHng untts ShaH be high efllcacy luinlnakes. EXCEPTION: Pennanenily InsteHed taw efficacy hMdnaim thd toey are oontroHedbv an oocupadsensor(s)certHled to comply wito toe appHcabte rsquiremented 8119. EnarMPn>8.1byBrmtffSon Uaar Nut^ 1919 mmCoOa: mU»4fmO:U:88 ID:K13-904 PtgalOofU HVAC SYSTEM HEATING AND COOUNG LOADS SUMMARY PrcriectNams N^2ND NEW HOUSE Date 6/7/2013 System Name NEW 2ND UNIT Fkxjr Area 634 ENGINEERING CHECKS SYSTEM LOAD Nuntoer of Systeme 1 COIL COOUNG PEAK COIL HTG. PEAK Itoating System CFH Senelbte Latent CFM Sendbto Output per System 40.800 Totai Room Loads 348 7.390 676 204 8,025 Totel Output (Btuh) 40.800 Return Vented Lighting 0 Output (Btuh/aqH) 64.4 Retum Air Ducto 204 297 Cooling Svatsm Retum Fan 0 0 Output par System 17.600 Ventilation 0 0 0 0 0 Totel Output (Btuh) 17,800 Supply Fan 0 0 Total Output (Tons) 1.5 Supply Air Ducto 204 297 Total Output (mdVaqtt) 28.1 Total Outpd (aoa^on) 427.4 TOTAL SYSTEM LOAD 7.798 676 8,618 Air System CFMperSyatero 600 HVAC EQUIPMENT 8ELECTKW Airflow (dm) 600 CARRIER 24ABB316/56CVA^70-12 (1.5 TON) 12,761 4,572 40,800 Airflow (dm/Sqfl) 0.95 Airflow (ctai/Ton) 404.5 OutaMeAlr(%) 0.0% Total Adjusted System Output 12.761 4,572 40,800 OutaMeAlr(ean/aam 0.00 (Adjusted for Poalt Design condiUonB) Note: vaftiea above fliwan d AM eoncMtona TIME OF SYSTEM PEAK Aug 3 PM Jan 1AM HEATINQ SYSTEM PSYCHROMETMCS Airstream Temperatures at TtoM of Heating Peak) 34 °F 68 "F Outside Air Ocfm 68 °F -4 68 "F •! 105 "F lr Supply Fan HeabngCoH 600 din ROOM 105 «F 68 °F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures rt Time of Cooling Peak) 83/68 "F OutsideAir ^ ^ Ocfin 75/62 "F < * 75/62^ 75 / 62°F 55 / 54^ Supply Fan OOOcfrn Cooling Coa 46.6% 55 / 54 °F ROOM J 75 / 62 "F EnergyPro 8.1 by EnargySolt Uaar Numbar 1919 RuaCoda: 2O134>84fm0:88:86 ID:K13-904 Page 11 of 14 ROOM LOAD SUMMARY Prajact Name NEW HOUSE Dato 6/7/2013 NEW HOUSE Ftoor Area 634 ROOM LOAD SUMMARY fVX)M COOLING PEAK CmC(X>LMGPEAK COIL HTG. PEAK Zone Name Room Name Mutt. CFM Sensibte Latsrt CFM Senstoto Latent CFM Sensibte NEIV2NDaOOR NEVY 2ND FLOOR PLAN 1 348 7,390 678 348 7,390 678 204 8,025 PAQE TOTAL TOTAL* 348 7,390 676 204 8,025 PAQE TOTAL TOTAL* 348 7,390 878 204 8,025 • Told mehJdaa vanlHaHon toed for zonal SMtems. lErmr«>Pmt1b>,&m.araa» Uaar Numbar 1919 f^gffWfff »r?WTOffftW fBJS13m F»ff?9^^-'l ROOM HEATING PEAK LOADS ProiectName NEW HOUSE Dato 6/7/2013 ROOM INFORMATION DESIGN CONOmONS Room Name NEW HOUSE FLOOR PLAN Time of Peek Jan 1 AM Roor Aroa 634.0 fl* Outdoor Dry Bulb Temperature indoor Dry Buto Tsmperrtura COI—*Hi Aree U-vakN AT'F Btu/hr R-30Roo^AaiB 634.0 x 0.0320 X 34 « 690 R-f3HW 740.8 X 0.f020 X 34 m 2,589 Doubia Non UatalClaar(6) t88.2 X 0.3800 X 34 m 2.059 R-19 Floor (F.19.2X8.1V 834.0 X 0.0480 X 34 c t035 X X X X B X X s X X • X X B X X s X X s X X B X X B X X s X X B X X B X X B X X B X X 8 X X S X X S X X S X X S X X B X X S X X B X X S X X B X X a X X B X X « Items shOMm wMi an aatariik (*) denote conduclton thraugh an intador surtaoe to another room Pa( ae Totel 8,352 InflNrrtionj too x 1078 x 834 x 9.00 X 0.480 /60] X 34 , 1,873 Schaduto AirSenUe Area FracHon USMnQ liSI0ni AUn AT TOTAL HOURLY HEAT LOSS FOR ROOM 6.025 VEn^PmSlWBimmSoll IMar Numbar 1919 RmCada: 3O1»M4l7T10:88:a$ ID:K13«)4 Paaa13ofl4 RESIDENTIAL ROOM COOUNG LOAD SUMMARY ProjectName NEW HOUSE Date 6/7/2013 ROOM INFORMATION DESIGN CONDmONS Room Name Floor Area NEW HOUSE PLAN 634.0 ff 75 "F OtJtdoor Dry Buto Temperature Outdoor Wrt Buto Tempemture 83 "F 68 "F 10 °F Opaque Surtaoee Orientetton Area tM'aclor CLTD' Btu/hr R-SOftoof/Uth (N) 834.0 X 0.0320 X 42.0 -652 R-13WM (NE) 180.0 X 0.1020 X 14.0 -257 R-13 Mfaff (SW) 190.8 X 0.1020 X l&O 261 R-13 Wet (NW) 194.9 X 0.f020 X 15.2 s 302 R-13 WaU (SE) 206.9 X 0.1020 X 16.0 s 337 R-19 Floor (F.19.2xa.16) 634.0 X 0.0480 X 9.0 s 274 X X - X X s X X - Page Total 2,283 Items shown with an asterisk (*) denote conduction through an Merior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Feneatratlon Orientation Area GLF Aree GLF Btu/hr WINDOWS WINDOWS WINDOWS WINDOWS (NE) (SW) sm. (SE) 0.0 X 9.8 + 38.0 X 17.3 -623 0.0 X 9.6 • 56.2 X 16.0 s 901 0.0 X 9.6 44.0 X 17.3 -762 0.0 X 9.6 • 32.0 X 16.0 -513 X • X X * X - X + X s X * X s X + X s Page Total 2,799 Internal Gato Btu/hr Occuparts Equiiiment 2.0 1.0 Occupante X DweHingUnit X 230 1,600 Btuh/occ. Btu 460 1,600 infiltration: f.078 X AirSen^ 0.73 X CFM 39.26 X ILA" 8 s 248 AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 7,390 Latent Gain Btu/hr Occupants 2.0 infiltration: 4,834 AirSensMe 0.73 Ocatpanta X X 200 Btoh/ooc. 400 CFM 39.26 EU 0.00199 AW 276 TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 676 EnemvPro 9.1bvEnaravS<A UaerNmAar. 1919 BitaCa<teJPi3^7nO.W;88 DATA SHEET Model T-K3 TAKAGI Tanl^less Water Heaters Description/Application Fully modulating, gas fired, tankless, on demand water heater with sealed combustion (optional) and power-vented flue. Can be installed either indoors or outdoors, and used in either residential or commercial applications. Supplies hot water to: domestic hot water systems (directly or indirectly using water storage tanks), recirculation systems, hydronic heating systems, radiant floor heating systems, and/or combined domestic & heating applications. Etc. Fuel: NG or LP e.o-i Safety Features • Built in Freeze Protection • Manual Reset Hi Limit (Set at 194°F) ? 6,0- • Overheat Cut Off Fuse Q- 3 • Inlet, Outlet Thermistors for Constant aj 5.0- Temperature Monitoring ra rt • Air Fuel Ratio Rod 1 3.0 - • GFI Power Supply Connection 2.0 -• Flame Sensor Venting and Combustion • 4" Category 111 Stainless Steel 1.0- 0.0- T-K3 Flow Rate Vs. Temperature-Rise Vertical or Horizontal Installation 50' Max Length, 5 elbows max (90° Elbows = 5' equivalent length) Power Vent Electronic Ignition 3" Combustion Air Intake (with optional kit) 55 dB Noise Level at Max Output -| 1 r 40 60 BO Temperature Rise (°F) — Sel temperature of 140'F or Lower Set lemperature of 158'F or tiiplier Above shown rate is based on single unit only T-K3 Pressure Loss Accessories (optional) TK-TV10 Direct Vent Converstion Kit (optional) TM-RE30 Temperature Remote Control (optional) • 400' Max Distance from Water Heater • Non-Polarized 18 Gauge Control Wiring TK-TV13 Wall Ventilation Termination (direct vent) TK-R801 Recess .Box (optional) TK-PC01 Pipe Cover (optional) TK-TV04 Vent Cap (optional) TK-BF01 Backflow Preventer (optional) TK-KPWL4&TK-KPWH4 T-Vent Terminations (optional) Flow Rate (gpm) - Set temperature of 140* or iower Sel lemperature of 158° or iiigiier | Temperature Settings Dip Switch: 104°F 113°F 122°F (defauit) TM-RE30 Remote Controller Default Mode; 99°F lOCF 102°F 104°F 122°F (default) 131°F 140°F High Temp Mode; 99°F 100°F 102°F 104°F 122°F (default) 131°F MOT 13rF MOT 158°F 176°F 185°F 106°F 108°F 110T 111°F 113°F 115°F 117°F 158°F 167°F lOGT 108°F 110°F 111°F 113T 149°F 158°F 167°F H (176°F or 185°F depends on dispswilch selling Takagi Industrial Co. USA, Inc. SWhatney Irvine, CA 92618 888,882.5244 www.takagi.com Met SCAQMD ruie 1146,2 (certified by BR Lab) 12-022-2009 Model T-K3 fC\TAKAGl \\kiir Tankless Water Heaters 4-1/2" (114.2mm) 1-3/4" (45mm) 1" (26.3ram) 2-3/4" (72mm) COLD 3-3/4" (96.5mm) 120V 5-3/8" (136.1mm) GAS 6-1/2" (164.4mm) HOT • • • 9-1/2" (241.3mm) 13-3/4" (350mm) 10" (254mm) -<A A A , 1-7/8" (47mm) 3-1/4" (84mm) COLD 5-1/4" (132.9mm) HOT 1-3/4" (45mm) 04" (0101.6mm) 1-1/2" (37.8mm) 1-3/8" (36mm) 120V 4-7/8" (.124.3mm) GAS T-K3: HT W D WT Volt Amp (Hot/Cold/Gas) Flue lntal<e Connections 20.5" 13.8 ° 8.5" 40 lbs. 120 0.77 4" O.D. 3.0" O.D. (opt) 3/4" NPT Input Input Max BTU/h Min BTU/h Energy Factor Min Press Max. Press NG 199,000 11,000 0.84 5.0" W.C. 10.5" W.C. LP 199,000 GPM 0.5-7.0* 11,000 Water PSI 15 - 150 psr* 0.86 Coil Cap =0.2 Gallons 8.0" W.C. 14.0" W.C. Clearances Top Bottom Front Baci< Sides Indoor 12" 12" 4" 1" 2" Outdoor 36" 12" 24" 1" 2" * Category 111 Required •*Current numbers based on factory testing, 0,4 GPM Required for Continuous Fire After initial Ignition. ** Pressure Only Relief Valve Requires (Min. 200,000 BTUs, 150 PSI). Min 40 PSI or above recommended for maximum flow. Takagi USA reserves the right to change or disconhnue the design, drawing and/or specification of its products without notice at anyhme. Specification Water heater(s) shall be Model T-K3 as manufactured byTaltagi Industrial Company, inc. The Flash water heater(s) shall be a copper coil integral fin and tube construction with quick release brass or bronze waterways. Heater(s) will be factory assembled and tested. The heater(s) shall be vented with 4" stainless steel Category III vent pipe a distance not to exceed 50'(equivalent) feet terminating vertically or horizon- tally as prescribed. Intake air with optional direct vent kit may be of such material as PVC not to exceed a total of 50 (equivalent),The heater(s) shall be controlled by onboard solid state printed circuit board monitoring incoming and outgoing temperatures with factory installed thermistors, sensing and controlling flow rate to set point temperature with control both air and gas mixture inputs to maintain thermal combustion efficiency. Unit also consists of ground fault interrupter, in line fusing, spark ignition and sensor system, aluminlzed stainless steel burners, air-fuel ration rod, Hi limit switch, modulating and proportional gas valves, freeze protection sensor and heating block and overhead cut-off fuses. The water heater{s) shall be CSA listed, exceeds the energy efficiency requirements of ASHRAE 90.1b-1992 and listed by SCAQMD rule 1146.2 LowNOx. 06-021-2010 24ABB3 Base™ 13 Air Conditioner with Puron® Refrigerant turn to the expertsj^^ Product Data Puroii» the envlfontTKntslly sound relrigeram Carrier's Air Conditioners virith Puron® refrigerant provide a collection of features unmatched by any other family of equipment. The 24ABB has been designed utilizing Carrier's Puron refrigerant. The environmentally sound refrigerant allows you to make a responsible decision in the protection of the earth's ozone layer. As an Energy Star® Partner, Carrier Corporation has determined that this product meets the Energy Star® guidelines for energy efficiency. Refer to the combination radngs in the Product Data for system combinations that meet Energy Star® guidelines. NOTE: Ratings contained in this document are subject to change at any time. Always refer to tlie AHRI directory (www.ahridirectory.org) for the most up-to-date ratings information. INDUSTRY LEADING FEATURES / BENEFITS Efficiency • 13.0 - 13.2 SEER/10.8- 11.0 EER (based on tested combinarions) • Microtube Technology ™ refrigeration system • Indoor air quality accessories available Sound • Sound level as low as 75 dBA • Sound level as low as 74 dBA with accessory sound blanket Comfort • System supports Edge® Thermidistat'" or standard thermostat controls Reliability • Puron® refrigerant - environmentally sound, won't deplete the ozone layer and low lifetime servce cost. • Scroll compressor • Intemal pressure relief valve • Intemal thermal overload • Filter drier • Balanced refrigeration system for maximum reliability Durability Weather Amor™ protection package: • Solid, durable sheet metal construction • Dense wire coil guard available (3-phase units come standard with dense wire coil guard) • Baked-on, complete outer coverage, powder paint Applications • Long-line - up to 250 feet (76.20 m) total equivalent length, up to 200 feet (60.96 m) condenser above evaporator, or up to 80 ft. (24.38 m) evaporator above condenser (See Longline Guide for more information.) • Low ambient (down to -20°F/-28.9°C)) with accessory kit PHYSICAL DATA UNIT SIZE SERIES * 18-31 24-31 30-31,51 36-31,51,61 42 - 30,50,60 48-31,51,61,11 60-32 60 - 52,62,12 Operating Weight Ib (kg) 107 (48.5) 110 (50.0) 111 (50,3) 141 (64.0) 190 (86.2) 186 (84.4) 190 (86.2) 215 (97.5) Shipping Weight Ib (kg) 130 (60.0) 134 (60.8) 136 (61,7) 170 (77,1) 213 (98.9) 224 (101.6) 226 (102.5) 250 (113.4) Compressor Type Scroll REFRIGERANT PuronD (R-410A) Control TXV (Puronn Hard Shutoff) Charge Ib (kg) 3,50 (1,6) 3.80 (1.7) 4,10 (1.9) 5.34 1 5.84 (2.4) (2.7) 7.00 (3,2) 8.19 1 8.00 (3.7) 1 (3.6) COND FAN Propeller Tvoe, Direct D rive Air Discharge Vertical Air Qty (CFM) 1792 2218 2218 2954 3167 3365 3365 3365 Motor HP 1/12 1/10 1/10 1/4 1/5 1/4 1/4 1/4 Motor RPM 1100 1100 1100 1100 1100 1100 800 1100 COND COIL Face Area (Sq ft) B.40 8.40 9.80 13.13 17.25 19,40 12.93 15.09 Fins per In. 20 25 25 25 25 25 20 20 Rows 1 1 1 1 1 1 2 2 Circuits 3 3 3 3 4 5 5 6 VALVE CONNECT. (In. ID) Vapor 3/4 3/4 3/4 7/8 7/8 7/8 7/8 7/8 Liquid 3/8 3/8 3/B 3/8 3/8 3/8 3/8 3/8 REFRIGERANT TUBES* (In. OD) Rated Vapor* 3/4 7/8 1-1/8 Max Liquid Llnaf 3/8 * ^MII!/^V^'^^ f^,,".,''''®, "^^ °' l'"^?' ^^P°'' ^'"^ ^'^'"9 C°°""9 Capacity Loss table when using other sizes and lengths of lineset. Note: See unit Installation Instruction for proper Installation. = r- J B a t See Liquid Una Sizing For Cooling Only Systems with Puron Refrigerant tables. 58CVA/CVX INFINITY™ 80 VARIABLE SPEED 4-WAY MULTIPOISE GAS FURNACE Input Capacities: 70,000 thru 155,000 Btuh Series 150 a turn to the expert^^/^^ Product Data iMKIHnT;^Si$,i THE INFINITY™ 80 GAS FURNACE The Infmity ™ 80 Variable-Speed, 4-way Multipoise Gas Furnaces offer unmatched comfort with ComfortHeat™ and IdealHumidity ™ technologies in an 80% AFUE gas furnace. You get all the benefits of a ComfortHeat technology furnace: reduced drafts, reduced sound levels, longer cycles, less temperature swings between cycles, and less temperature differences between rooms. With the variable speed blower motor, homeowners can now economically run constant fan to help eliminate temperature differences throughout the house and to get better indoor air quality. This furnace with IdealHumidity™ technology also increases comfort in the summer by wringing out extra humidity when needed. The Infinity 80 furnaces are approved for use with natural or propane gas, and the 58CVX is also approved for use in Low NOx Air Quality Management Districts. Carrier Infinity™ System When the Infinity 80 variable-speed gas furnace is matched with the Infinity Control and an air conditioner or heat pump, you will experience the ultimate in ComfortHeat and IdealHumidity through unparalleled control of temperature, humidity, indoor air quality, and zoning. The Carrier Infinity System also provides unprecedented ease of use through on-screen, text-based service reminders and equipment malfunction alerts. For even greater comfort and convenience, match the Infinity 80 furnace with an Infinity air conditioner or heat pump. This will create a fully communicating system, requiring only 4 thermostat wires between system components, and troubleshooting can even be done in the future from the outdoor unit without entering the home. Optional remote access through telephone or Intemet is also available when combined with a remote connectivity kit. STANDARD FEATURES • Infinity System-match with the Infinity Control for Infinity System benefits • ComfortHeat Technology Intelligent microprocessor control • Two-stage heating with single-stage thermostat with patented Adaptive Control Technology • Very low operating sound through low-stage operation and QuieTech™ system • Integral part of the IdealHumidity System Maximum dehumidification selection for summer time cooling Full IdealHumidity benefits including "Super Dehumidify" SmartEvap ™ -Humidity control when using a Thermidistat" / Infinity control • Variable-speed ECM blower motor Increased SEER ratings for AC and HP systems as compared to the Air Conditioning Heating and Refrigeration Institute's standard coil-only rating when paired with selected Carrier evaporator coils. Perfectly matches CFM to cooling system at all static points • Comfort Fan™ -Up to 12 cooling airflow selections from thermostat with a wide range of capability • Microprocessor based control center Enhanced diagnostics with LED and reflective sight glass Stores fault codes during power outages Adjustable heating air temperature rise Adjustable cooling airflow Dehumidification selection for summer-time cooling • 4-way Multipoise furnace, 13 vent applications • Compact design - only 33-1/3 in. (847 ram) tall PHYSICAL DATA UNIT SIZE 070-12 090^16 110-20 135-22. 155-22 All 58CVA; 58CVX Upflow nigh 54,000 71,000 89,000 107,000 125,000 OUTPUT CAPACITY BTUH* Low 35,000 47,000 59,000 70,000 82,000 (Nonweatherlzed ICS) t 58CVX Downflow/Horlzontal High 51,000 68,000 85,000 102,000 119,000 Low 35,000 47,000 59,000 70,000 82,000 S8CVX Upflow; all 58CVA High 66,000 88,000 110,000 132,000 154,000 INPUT BTUH* Low 43,500 58,000 72,500 87,000 101,500 INPUT BTUH* 58CVX Downflow/Horlzontal High 63,000 84,000 105,000 126,000 147,000 Low 43,500 58,000 72,500 87,000 101,500 SHIPPING WEIGHT - LB (KG) 115 (52) 130 (59) 155 (70) 166 (75) 175 (79) CERTIFIED TEMP RISE RANGE - ° F (° C) High 30-60 (17-33) 40-70 (22-39) 40-70 (22-39) 40-70 (22-39) 45-75 (25 -42) CERTIFIED TEMP RISE RANGE - ° F (° C) Low 30-60 (17-33) 30-60 (17-33) 25-55 (14-30) 25-55 (14-30) 30-60 (17-33) CERTIRED EXT Heating High 0.12 0.15 0.20 0.20 0.20 STATIC PRESSURE IN. WC Cooling Low 0.5 0.5 0.5 0.5 0.5 AIRFLOW CFMt Heatlng-Hlgh/Low 1180/735 1210/985 1475/1320 1915/1700 1970/1715 AIRFLOW CFMt Cooling 1225 1400 2095 2100 2095 AFUE%* Nonweatherlzed ICS 80.0 80.0 80.0 80.0 80.0 LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid-State Time Operation BURNERS (Monoport) 2 2 3 3 3 4 1 4 GAS CONNECTION SIZE 1/2-in. NPT GAS VALVE (Redundant) Manufacturer White-Rodgers Minimum Inlet Pressure (In. W.C.) 4.5 (Natural Gas) Maximum Inlet Pressure (In. W.C.) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface * Gas input ratings are certified for elevations to 2000 ft. (610 M). In USA, for elevations above 2000 ft. (610 M), reduce ratings 4 percent for each 1000 ft. (305 M) above sea level. Refer to National Fuel Gas Code NFPA 54/ANSI Z223.1 -2009 Table F4 or furnace Instaliation Instructions, t Capacity in accordance with U.S. Government DOE test procedures. t Airflow shown is for bottom only return-air supply in comfort mode (as shipped). For air delivery above 1800 CFM, see Air Delivery Table for other options. A filter is required for each return-air supply. ICS — Isolated Combustion System BLOWER PERFORMANCE DATA UNIT SIZE 070-12 090-16 ' . 110-20 ' 135-22 155-22 DIRECT-DRIVE MOTOR Hp (PSC) 1/2 1/2 1 1 1 MOTOR FULL LOAD AMPS 7.7 7.7 12.8 12.8 12.8 RPM (Nominal) 300-1300 300-1300 300-1300 300-1300 300-1300 BLOWER WHEEL DIAMETER X WIDTHS - IN. (MM) 10x6 (254x152) 10x8 (254 X 203) 11 xlO (279 X 254) 11 x11 (279 X 279) 11 x11 (279 X 279) ECM-Eiectronically Commutated Motor, Variable Speed AHRI COMBINATION RATINGS* - ••AFARB1.UO. Model Number Indcor Model Furnace Model Capacity EERA SEER 3249887 £4ABB318(A,W)31 _ tCAP**1814A**+TDFi 17,600 10.9 13.0 3249889 24ABB318(AW)31 CAP**1814A** 58Pb*0.45.p08 17,80G 12.0 14.5 3249891 r"l4A6B31&(A,V\/)il ^ CAP**2414A** /~58CV(A,X)070-12 ^ 17,800 12.2 14.5 3249892 """2TOBSTBtA'W)31 CAP**2414A** ^PK*045'=tjr" 18,000 12.2 14,5 3249890 24ABB318(A,W)31 CAP**2414A**-I-TDR 17,900 11.0 13.2 3249895 24ABB318(A,W)31 CAP**2417A** 58CV(A,X)090-16 17,800 12.2 14.5 3249897 24ABB318(A,W)31 CAP*'2417A** 58MEB060-12 18,000 12.5 15.0 3249894 24ABB318(A,W)31 CAP*'2417A** 58MV(B,C)060-14 17,800 12.2 14.5 3249893 24ABB318(A,W)31 CAP**2417A**+TDR 17,900 11,0 13.2 3249918 24ABB318(A,W)31 CNPF*2418A**+TDR 17,900 11.0 13.2 3249913 24ABB318(A,W)31 CNPH*2417A** 58CV(A,X)070-12 17,800 12.2 14.5 3249914 24ABB318(A,W)31 CNPH*2417A** 58CV(A,X)090-16 17,800 12.2 14.5 3249916 24ABB318(A,W)31 CNPH*2417A*' 58MEB040-12 18,000 12.2 15.0 3249917 24ABB318(A,W)31 CNPH*2417A** 58MEB060-12 18,000 12,2 15.0 3249911 24ABB318(A,W)31 CNPH*2417A** 58MV(B,C)060-14 17,800 12.2 14.5 3249912 24ABB318(A,W)31 CNPH*2417A** 58MV(B,C)080-14 17,700 12.2 14.5 3249910 24ABB318(A,W)31 CNPH*2417A** 58MVB040-14 17,800 12.2 14.5 3249915 24ABB318(A,W)31 CNPH*2417A** 58PH*045 - 08 17,800 12.2 14.5 3249909 24ABB318(A,W)31 CNPH*2417A**+TDR 17,900 11.0 13.2 3249900 24ABB318(A,W)31 CNPV*1814A'* 58PH*045-08 17,800 12.0 14.5 3249898 24ABB318(A,W)31 CNPV*1814A**+TDR 17,600 10.9 13.0 3249902 24ABB318(A,W)31 CNPV*2414A** 58CV(A,X)070-12 17,800 12.2 14.5 3249903 24ABB318(A,W)31 CNPV*2414A** 58PH*045 -08 18,000 12.2 14.5 3249901 24ABB318{A,W)31 GNPV*2414A**+TDR 17,900 11.0 13.2 3249906 24ABB318(A,W)31 CNPV*2417A** 58CV(A,X)090-16 17,800 12.2 14.5 3249908 24ABB318(A,W)31 CNPV*2417A** 58MEB060-12 18,000 12.2 15.0 3249905 24ABB318(A,W)31 CNPV*2417A*' 58MV{B,C)060-14 17,800 12.2 14.5 3249904 24ABB318(A,W)31 GNPV*2417A**+TDR 17,900 11.0 13.2 3249923 24ABB318(A,W)31 CSPH*2412A** 58CV(A,X)070-12 17,900 12.2 14.5 3249924 24ABB318(A,W)31 CSPH*2412A»* 58CV(A,X)090-16 17,900 12.2 14.5 3249921 24ABB318(A,W)31 CSPH*2412A** 58MV(B,C)060-14 17,900 12.2 14.5 3249922 24ABB318(A,W)31 CSPH*2412A** 58MV(B,C)080-14 17,900 12.2 14.5 3249920 24ABB318(A,W)31 CSPH*2412A** 58MVB040-14 17,800 12.2 14.5 3249919 24ABB318(A,W)31 CSPH*2412A**-I-TDR 17,900 11.0 13.2 3249932 24ABB318(A,W)31 FE4ANF002+UI 17,300 12.2 14.5 3249933 24ABB318(A,W)31 FF1ENP018 17,500 10.9 13.0 3249935 24ABB318(A,W)31 FV4BNF002 17,300 12.2 14.5 3404569 24ABB318(A,W)31 FV4GNF002 17,300 12.2 14.5 3249931 24ABB318(A,W)31 FX4CNF024 18,000 12.2 14.5 3249928 24ABB318(A,W)31 FY4ANF018 17,700 10.9 13.0 3250356 24ABB324(A,W)31 tCAP**2414A**-l-TDR -f-a.— -s. 23,000 11.0 iTo 3250357 (T *"24ABB324(A,W)31 J CAP**2414A** /^8CV(A,X)070-12^ 22,800 12.0' 14.0 3250358 24ABB324(A,W)3T CAP**2414A** 58PH*045-08 23,000 11.7 14.0 3250361 24ABB324(A,W)31 GAP*'2417A** 58CV(A,X)090-18 23,000 12.2 14.5 3250362 24ABB324(A,M/)31 CAP**2417A** 58MEB040-12 23,400 12.2 14.5 3250364 24ABB324(A,W)31 CAP**2417A** 58MEB080-12 .23,200 12.2 14.5 3250360 24ABB324(A,W)31 CAP**2417A** 58MV(B,C)060-14 23,200 12,2 14.5 3250359 24ABB324(A,W)31 CAP**2417A**+TDR 23,000 11.0 13.0 3250366 24ABB324(A,W)31 CAP**3014A** 58CV(A,X)070-12 23,000 12.0 14.5 3250367 24ABB324(A,W)31 CAP**3014A** 58PH*045-08 23,400 12.0 14.0 3250365 24ABB324(A,W)31 GAP**3014A**+TDR 23,200 11.0 13.0 3250371 24ABB324(A,W)31 CAP**3017A** 58MEB040-12 23,600 12.2 14.5 3250372 24ABB324(A,W)31 CAP**3017A** 58MEB060-12 23,800 12.2 14.5 3250373 24ABB324(A,W)31 CAP**3017A** 58MEB080-12 23,600 12.2 14.5 3250368 24ABB324(A,W)31 CAP**3017A**+TDR 23,200 11.0 13.0 3250467 24ABB324(A,W)31 GAP*'3617A** 58PH*045-08 23,400 12.2 14.5 3250424 24ABB324(A,W)31 CNPF*2418A**+TDR 23,000 11.0 13.0. 3250399 24ABB324(A,W)31 GNPH*2417A** 58GV(A,X)070-12 22,800 11.7 14.0 3250401 24ABB324(A,W)31 CNPH*2417A** 58CV{A,X)110-20 22,800 11.7 14,0 3250406 24ABB324(A,W)31 CNPH*2417A** 58MEB060-12 23,200 12.0 14.5 3250398 24ABB324(A,W)31 CNPH*2417A** 58MV(B,C)120-20 23,000 12.0 14.0 3250393 24ABB324(A,W)31 CNPH*2417A** 58MVB040-14 22,800 11.7 14.0 3250404 24ABB324(A,W)31 CNPH*2417A** 58PH*045-08 23,000 11.7 14.0 3250392 24ABB324(A,W)31 GNPH*2417A**+TDR 23,000 11.0 13.0 3250415 24ABB324(A,W)31 CNPH*3017A** 58CV(A,X)070-12 23,000 12.0 14.5 3250418 24A8B324(A,W)31 CNPH*3017A** 58CV(A,X)135-22 23,200 12.2 14.5 3250421 24ABB324(A,W)31 CNPH*3017A** 58MEB040-12 23,600 12.2 14.5 3250422 24ABB324(A,W)31 CNPH*3017A** 58MEB060-12 23,800 12.2 14.5 3250423 24ABB324(A,W)31 GNPH*3017A'* 58MEB080-12 23,600 12.2 14.5 3250410 24ABB324(A,W)31 GNPH*3017A** 58MV(B,C)060-14 23,400 12.2 14.5 3250412 24ABB324(A,W)31 CNPH*3017A** 58MV(B,C)080-20 23,000 12.2 14.5 3250409 24ABB324(A,W)31 | GNPH*3017A** 58MVB040-14 23,200 12,2 14.5 See notes on page 21 /I (tl) 13 CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name 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: Lin Residence Proiect ID: CT/MS: CB131394 2734 Arland Rd. 156-142-56-QQ Michelle Lin New residence Residential 1 NEW DWELLING UNIT(S) 634 Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Net Square Feet New Area Net Square Feet New Area City Certification of Applicant Information.- JcunntrATttur natenfi/nQ/pm.-^ SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) • Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) n San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt Only) j'1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300x1166) 1 1 San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 X 5514) 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 wiil 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 pennit is issued or if the initial determination of units or square footage is found to be incoprftrt, ap?f that <2Mye Owner is the owner/developer of the above described project(s), or that the person executing-f^is gjjraaratigiJ^ffauthorized to sign oru^half of the Owner Signature: B-34 Date: Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school dlstrlct(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building pennits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 DATE ^ . NAME OF SCHOOL DISTRICT 6225 EL CAMINO REAL PHONENUMBER ^ ^ _ B-34 Page 2 of 2 Rev. 03/09 CITY OF CARLSBAD PmMBCNDD •••CTD [CADD MDCDANDCAD WDDDSDDDT B-18 Deveiopment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Project Address: 2,'7 3> Permit No.: Information provided below refers to worb being done on the above mentioned permit only. This form must be completed und returned to the Buildinq Division before fhe permit can be issued. Building Dept. Fax: (760) 602-8558 Number of nevw or relocated fixtures, traps, or floor drains d- New building sewer line? Ves No Number of new roof drains? X- Install/alter water line? Yl>9 Number of new water heaters? f Number of new, relocated or replaced gas outlets? [ Number of new hose bibs? Residential Permits: New/expanded service: Number of new amps: ! Minor Remodel on/y: Ves No Commercial/Industrial: Tenant Improvement: Number of existing amps involwedin this proiect: Number of new amps involved in this project: New Construction: Amps per Panel: Single Phase Number of new amperes Three Phase Number of new amperes Three Phase 480 Number of new amperes Number of new furnaces, A/C, or heat pumps? ^ /j^ New CM-relocated duct work;? Ves \/^ No Number of new fireplaces? Number of new exhaust fans? I 'Relecatc/install vent? Number of new exhaust hoods? _( Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev. 03/09 156-14 I 1"=100' 10/27/11 DBF CHANGES BLK CUT /^/ —^—J li- • — /4Z 17 IW.169 I/7S /f-Z /3 75 3149 /3 75 S7IZ 14-2 e sr.mp eo /^Z zzsz 14-2 7 Vf^oF. S5'A78D 142 j(0 /4Z 32 ^flf^/l?/! 1130 /4/ 9 r/e-z^/lo WTA 7/ /548 4^97 /4e /6£7 /4/ ?4. 1511 142 4 01 1263 142 1 52ft 53 03 1492 142 31 &41 47-51 03 170 141 18&19 03 1887 142 52 PGR -13(M3 04 1080 142 2 54-56 12 1249 J , 1 CANC RC RC RC RC 156-142-54 THRU 57 FOR WORKED ON PARCEL 156-142-40. JHH %NA DIEGO COUNTY ASSESSOR'S MAP BOOK 156 PAGE 14 THIS MAP WAS PREPARED FOR ASSESSMENT PURPOSES ONLY. NO LIABILITY IS ASSUMED FOR THE ACCURACY OF THE DATA SHOWN. ASSESSOR'S PARCELS MAY NOT COMPLY WITH LOCAL SUBDIVISION OR BUILDING ORDINANCES. MAP 14517 - CARLSBAD TCT NO 98 - 16 MAP 2169 - WILSONIA TCT - POR ROS 1474 City of Carlsbad Permit No: Address VALUATION WORKSHEET Assessor Parcel No. Date Building Division By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 634 $110.17 $69,847.78 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 634 $28.74 $18,221.16 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 135 $15.57 $2,101.95 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 STAIRS 144 $15.57 $2,242.08 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 1,272 $3.11 $3,955.92 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential 636 $4.19 $2,664.84 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $99,034 Comm/Res (C/R): C Building Fee $695.62 Plan Check Fee $486.93 Strong Motion Fee $21.00 Green Bldg. Stand. Fee $1.00 Green Bldg PC Fee $150.00 License Tax/PFF $3,466.18 License Tax/PFF (in CFD) $1,802.41 CFD 1st hour of Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD $99,033.73 CFD 0 Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: Explanation: CREDITS PFF and/or CFD CB131394 2734 ARIAND RD LIN RESIDENCE; c^r,A cc PP.t^inFNCE/ 634 SF GARAGE/135 SF DECK /144 '^/-rucf' SW l3-2i^ -^SUED •cv Appro«;ed Jk Date By BUILDING A,|y^i^^fcJ^ PLANNING ^ ENGINEERING ^ll^(l3 /cL FIRE Expedite? Y N • AFS Checked by: HazMat APCD Health Forms/Fees Sent Rec'd Due7 By Encina Y N Fire V N HazHealthAPCD f r . Y N PE&M Y N School OA V N Sewer Y N stormwater Y N Special Inspection Y N CFD: Y LandUse: CFD: Y LandUse: Density: ImpArea: FY: Annex: Factor PFF: (^) N Comments Date Date Date Date Building Planning d 11^113 Engineering Fire —1 1 Need? / ;?f:-fjg£iJ"MrauMTiLyayOL" (KJ^ G^TVJ y^'^^ f /a Done • Done • Done • Done • Done City of Carlsbad 09-19-2013 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCRl3l24 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2734 ARLAND RD CBAD PCR 1561425400 Lot #: 0 $0.00 Construction Type: NEW LIN RES - CHANGE ROOF TRUSS TO RAFTER/HIP ROOF, CHANGE BEAM SIZE WITH NEW BEAM Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 09/10/2013 SKS 09/19/2013 09/19/2013 Applicant: FRANKLIN Owner: LIN HSHING-LUNG&CHENG-MEI 2740 ARLAND RD CARLSBAD CA 92008 760-717-3456 2740 ARLAND RD CARLSBAD CA 92008 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $187.50 $0.00 $0.00 Total Fees: $187.50 Total Payments To Date: $187.50 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this 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 fiie 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 timeiy foiiow that procedure will bar any subsequent legal action to attacl<, 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 se«/er connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Deveiopment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. .Original Plan Check No. Project Address Contact i>\^y7r?i, t> P.V^\7^ g^U}p(^i '\1 o1~ Email Contact Address 2-7^^ A^LAi^ General Scope of Work ity^i.<;r?Aj> Zip Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: Plans J^;[^alculations • Soils • Energy • Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets S4. S3 "^I^I/IOT^ ^"if^o/ /t 5. Does this revision, in any way, alter the exterior of the project? • Yes 6. Does this revision add ANY new floor area(s)? Q Yes No 7. Does this revision affect any fire related issues? • Yes 8« Is this a complete set? • Yes ^Signature No No No 1635 Faraday Avenue, Carlsbad, CA 92008 Eh: 760-602- 2719 £aX' 760-602-8558 EmalL building@carlsbadca.gov www.carlsbadca.gQV EsGil Corporation In (PartnersHip witfi government for (BuiCding Safety DATE: September 16, 2013 OJ^RRUQANT <q_JURIS^ JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 13-1394 REV SET: I u PROJECT ADDRESS: 273^^" Arland Road PROJECT NAME: Detached 2nd Dwelling/Deck/Stairs over Garage for Hshing-Lung/Lin ^ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: IXI Esgil Corporation staff did not advise the applicant that the plan check has been completed. I I Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person ^ REMARKS: Change from trusses to conventional framing. By: Kurt Culver Enclosures: Previously-approved EsGil Corporation plans • GA • EJ • PC 9/10/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-1394 REV September 16, 2013 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 13-1394 REV PREPARED BY: Kurt Culver DATE: September 16, 2013 BUILDING ADDRESS: 2732 Arland Road BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: • Repetitive Fee Repeats • Complete Review • Other • Hourly EsGil Fee $187.50 • Structural Only 1.5 $100.00 Hrs. @ $150.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc + Supplement Structure Calculation Plan Revision of Roof Structure For New 2 Story Building 34 274^ Arland Road Carslbad, CA 92008 Peter Chao & Associates 1139 Belbury Dr. Walnut, CA 91789 RECEWEO SEP 1 0 2013 CITY OF CARLSBAD BUILDING DIVISION LOAD ON STRUCTURE MEMBER ROOF STRUCTURE MEMBER 1. Roof Dead Load (R.D.)= 2. Roof Live Load (R.L.) = 3. Ceiling Dead Load (CD.) = 4. Ceiling Live Load (CL.) = 5. Roof Dead Load (not including ceiling)= 15.50 psf 20 psf 6.80 psf 10 psf 8.70 psf Member Load Type Load Value (psf) or (lb) Distrubuted Area or Width (ft)^ or (ft) Load Subtotal (plf) or (lb) RBI Roof-D.L. 15.5 31.4 486.7 lb Roof-L.L. 20 31.4 628 lb Ceiling-D.L. 6.8 1.33 9.04 plf Ceiling-L.L. 10 1.33 13.30 plf RB2 Roof-D.L. 15.5 31.5 488.25 lb Roof-L.L. 20 31.5 630 lb Ceiling-D.L. 6.8 1.33 9.04 plf Ceiling-L.L. 10 1.33 13.30 plf RB3 Ceiling-D.L. 6.8 11.58 78.74 plf Ceiling-L.L. 10 11.58 115.80 plf Load form RB 1 722 lb Load form RB2 751 lb RB4 Ceiling-D.L. 6.8 11.58 78.74 plf Ceiling-L.L. 10 11.58 115.80 plf Load form RB 1 722 lb Load form RB2 751 lb HDRl Roof-D.L 15.50 4.90 75.95 plf Roof-L.L 20.00 4.90 98.00 plf Wall-D.L. 15.00 2.00 30.00 plf Load from RB 1 745.00 lb HDR2 Roof-D.L 15.50 5.00 77.50 plf Roof-L.L 20.00 5.00 100.00 plf Member Load Type Load Value (psf) or (lb) Distrubuted Area or Width (ft)^ or (ft) Load Subtotal (plf) or (lb) Wall-D.L. 15.00 2.00 30.00 plf Load from RB 1 745.00 Ib HDR3 Roof-D.L 15.50 5.50 85.25 plf Roof-L.L 20.00 5.50 110.00 plf Wall-D.L. 15.00 2.00 30.00 plf Load from RB3 747.00 lb FLOOR STRUCTURE MEMBER 1. Roof Dead Load (R.D.) = 15.50 psf 2. Roof Live Load (R.L.) = 20 psf 3. Ceiling Dead Load (CD.) = 6.8 psf 4. Ceiling Live Load (CL.) = 10 psf 5. Roof Dead Load (not including ceiling)(R.Dl) 8.70 psf psf 6. Floor Dead Load(F.D.) = #REF! psf 7. Floor Live Load(F.L.) = 0 psf For the case of Type 4 Irregularity—2nd floor shear wall supported by floor beam. Provide special seismic load combination check. For Allowable Stress Design: (1.0 + 0.1SDS)D + 0.525i^oQE + 0.75(Lr) + 0.75 L--Case A (0.6 - 0.14SDS)D + 0.7QoQE — - Case B SDS = 0.843 Q0= 3 (1.0 + 0.10SDS)D= 108 D (0.6-0.14SDS)D= o"48D 0.525QoQE = 0.525x3QE/0.7 = 225 QE 0.7 QoQE = 0.7x3 QE /0.7 = ' 3 QE 1.08 D + 0.75(Lr) + 0.75L + 2.25 QE Case A 0.48 D + 3 QE - -Case B (for uplift) Member Load Type Load Value (psf) or (lb) Distrubuted Area or Width {fty or (ft) Load Subtotal (plf) or (lb) FLOOR STRUCTURE MEMBER FBI Balcony D.L. 12.00 2.50 30.00 plf Balcony L.L. 40.00 2.50 100.00 plf Railing D.L. 15.00 3.00 45.00 plf FB2 Stairway D.L. 15.00 7.33 109.95 plf Stairway L.L. 60.00 7.33 439.80 plf FB3 Floor-D.L 12 1.33 1 15.96 plf Floor-L.L 40 1.33 1 53.20 plf Wall-D.L 10 9 1 90.00 plf FB4 Floor-D.L 12 1.33 1 15.96 plf Floor-L.L 40 1.33 1 53.20 plf Wall-D.L 10 9 1 90.00 plf Load from RB3 1900.00 lb FB5 Floor-D.L 12 1.33 1 15.96 plf Floor-L.L 40 1.33 1 53.20 plf Load from RB4 1858.00 lb HDR4 Roof-D.L 15.50 8.50 131.75 plf Roof-L.L 20.00 8.50 170.00 plf Wall-D.L. 15.00 10.00 150.00 plf Load from FB5 1990.00 lb Floor-D.L 12 11.5 1 138.00 plf Floor-L.L 40 11.5 1 460.00 plf Member Load Type Load Value (psf) or (lb) Distrubuted Area or Width (ft)2 or (ft) Load Factor* Load Subtotal (plf) or (lb) GDR-(A) Floor-D.L 12 1.33 1.08 17.24 plf Floor-L.L 40 1.33 0.75 39.90 plf Wall-D.L 15 9 1.08 145.80 plf RoofL.L. 15.5 6.6 1.08 110.48 plf Roof D.L. 20 6.6 0.75 99.00 plf Deck L.L. 40 2.33 0.75 69.90 plf Deck D.L. 12 2.33 1.08 30.20 plf Seismic 1 518.3 1 2.25 1166.18 lb Seismic2 -518.3 1 2.25 -1166.18 lb Load from RB4 1500.00 lb GDR-(B) Floor-D.L 12 1.33 0.48 7.66 plf Wall-D.L 15 9 0.48 64.80 plf Roof D.L. 20 6.6 0.48 63.36 plf Deck D.L. 12 2.33 0.48 13.42 plf Seismicl -518.3 1 3 -1554.90 lb Seismic2 518.3 1 3 1554.90 lb Load from RB4 1500.00 lb ©Woodworks sof iwAsa- foit WOOD m siCN COMPANY Sep. 9, 2013 20:43 PROJECT RBI.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Ceiling-D.L. Dead Full UDL 9.0 plf Ceiling-L.L. Live Full UDL 13.3 plf Roof-D.L. Dead Point 5.75 487 lbs Roof-L.L. Live Point 5.75 628 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 347 399 336 385 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 745 722 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1. 00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x10" Self-weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 3 3 fb = 911 0.11 = <L/999 0.26 = L/644 Fv' = 180 Fb' = 1058 0.39 = L/360 0.59 = L/240 fv/Fv' = 0.19 fb/Fb' = 0.86 0.29 0 .44 ADDITIONAL DATA: FACTORS: F/E CD CM Ct Fv' 180 1.00 1.00 1.00 Fb'+ 900 1.00 1.00 1.00 Fcp' 625 - 1.00 1.00 CL CF Cfu Cr 0.979 1.200 1.00 1.00 Cfrt 1. 00 1.00 1. 00 Ci 1.00 1.00 1.00 E ' Emin ' 1.6 million 1.00 1.00 0.58 million 1.00 1.00 1.00 1.00 1.00 1.00 Cn LC# 1.00 2 2 2 2 Shear Bending(+) Deflection LC #2 LC #2 LC #2 LC #2 D + L, D+L, D+L D+L 722 lbs V = 745, V design = M = 3790 Ibs-ft (live) (total) EI = 369e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default defiection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks COMPANY Sep. 9, 2013 20:43 PROJECT RB2.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Ceiling-D.L. Dead Full UDL 9.0 plf Ceiling-L.L. Live Full UDL 13.3 plf Roof-D.L. Dead Point 5.08 488 lbs Roof-L.L. Live Point 5.08 630 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 347 404 321 369 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 751 690 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0.50* 1.00 •Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x10" Self-weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 34 fb = 824 0.09 = <L/999 0.20 = L/660 FV = 180 Fb' = 1060 0.36 = L/360 0.54 = L/240 fv/Fv' = 0.19 fb/Fb' = 0.78 0.24 0 .36 ADDITIONAL DATA: FACTORS: F/E CD Fv ' Fb ' + Fcp ' E' Emin' 1. 00 1.00 180 900 625 1.6 million 0.58 million CM 1.00 1.00 1.00 1.00 1. 00 Ct 1. 00 1.00 1.00 1 . 00 1. 00 CL CF Cfu Cr 0.982 1.200 1.00 1.00 Cfrt 1.00 1. 00 1.00 1.00 1.00 Ci 1.00 1.00 1.00 1.00 1.00 Cn 1.00 LC# 2 2 2 2 Shear : LC #2 = D+L, V = 751, V design = 728 lbs Bending(+): LC #2 = D+L, M = 3428 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 369e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks iionwMif roit wool) iwntc^ COMPANY Sep. 9, 2013 20:44 PROJECT RB3.vwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Ceiling-D L. Dead Full UDL 78.7 plf Ceiling-L L. Live Full UDL 115.8 plf Load from RBI Dead Point 5.67 722 lbs Load from RB2 Live Point 5.67 751 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 440 648 887 1013 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 988 1900 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0 . 50* 1.00 #2 0. 87 1. 00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x10" Self-weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 81 fb = 580 0.03 = <L/999 0.07 = <L/999 Fv' = 180 Fb' = 10 67 0.23 = L/360 0.35 = L/240 fv/FV = 0.45 fb/Fb' = 0.54 0.13 0.20 ADDITIONAL DATA: FACTORS : F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 --1. 00 1.00 1.00 2 Fb ' + 900 1.00 1.00 1.00 0.98E i 1.200 1.00 1.00 1.00 1. 00 2 Fcp ' 625 1. 00 1. 00 --1.00 1. 00 - E' 1.6 million 1.00 1.00 --1 . 00 1. 00 2 Emin' 0.58 million 1.00 1.00 --1. 00 1. 00 2 Shear LC #2 = D+L, V = 1900 V design = 1744 lbs Bending(+): LC #2 = D+L, M = 2414 Ibs-ft Deflection: LC #2 = D+L (live LC #2 = D+L (total) EI 369e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=3now W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks' COMPANY Sep. 9, 2013 20:44 PROJECT RB4.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Ceiling-D L. Dead Full UDL 78.7 plf Ceiling-L L. Live Full UDL 115.8 plf Load from RBI Dead Point 3.50 722 lbs Load from RB2 Live Point 3.50 751 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 9'-3'< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 856 1002 680 820 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1858 1500 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0 . 85 1.00 #2 0. 69 1.00 Lumber-soft, D.Fir-L, No.2,4x12" Self-weight of 9.35 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Oeflection (in) using NDS 2005 -. Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 64 fb = 854 0.06 = <L/999 0.13 = L/830 Fv' = 180 Fb' = 972 0.31 = L/360 0.46 = L/240 fv/Fv' = 0.35 fb/Fb' = 0.88 0 .19 0.29 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV 180 1. 00 1.00 1.00 -1.00 1.00 1.00 2 Fb'+ 900 1.00 1. 00 1.00 0 . 981 1.100 1.00 1.00 1.00 1. 00 2 Fcp' 625 -1.00 1.00 -1. 00 1.00 - E' 1.6 million 1.00 1.00 -1.00 1. 00 2 Emin' 0.58 million 1.00 1.00 -1.00 1.00 2 Shear LC #2 = D+L, V = 1858, V design = 1667 lbs Bending(+): LC #2 = D+L, M = 5256 Ibs-ft Deflection: LC #2 = D+L (live) EI LC #2 = D+L 664e06 lb-in2 (total) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=im.pact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks' COMPANY Sep. 9, 2013 20:45 PROJECT HDRI.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full UDL 76.0 plf Roof-L.L. Live Full UDL 98.0 plf Wall-D.L. Dead Full UDL 30.0 plf Load from RBI Dead Point 3.00 745 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 407 196 780 196 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 603 976 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0.50* 1.00 *IVIin. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x6" Self-weight of 4.57 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi 1 and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 69 fb = 593 0.01 = <L/999 0.04 = <L/999 Fv' = 180 Fb' = 1170 0.13 = L/360 0.20 = L/240 fv/FV = 0.38 fb/Fb' = 0.51 0.05 0.21 ADDITIONAL DATA: FACTORS: F/E Fv' Fb ' + Fcp ' E' Emin CD CM 180 1.00 1.00 900 1.00 1.00 625 - 1.00 1.6 million 1.00 0.00 million 1.00 Ct 1.00 1. 00 1.00 1. 00 1.00 CL CF Cfu Cr 1.000 1.300 1.00 1.00 Cfrt 1.00 1. 00 1.00 1.00 1. 00 Ci 1.00 1.00 1.00 1.00 1.00 Cn 1.00 LC# 2 2 2 2 LC #2 Shear Bending(+): LC #2 Deflection: LC #2 LC #2 = D+L, = D+L, = D+L = D+L 976, V design = 873 Ibs-ft lbs V M (live) (total) 78e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 EI = DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks SOf JWAftf fOft WOOD iifS'tCiS COMPANY Sep. 9, 2013 20:45 PROJECT HDR2.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full UDL 76.0 plf Roof-L.L. Live Full UDL 100.0 plf Wall-D.L. Dead Full UDL 30.0 plf Load from RBI Dead Point 1. 42 745 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 702 200 485 200 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 902 685 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0.50* 1. 00 •Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2,4x6" Self-weight of 4.57 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Shear Bending(+) Live Def1'n Total Defl'n Analysis Value fv = 63 fb = 726 0.01 = <L/999 0.05 = L/978 Design Value Fv' = 180 Fb' = 1170 0.13 = L/360 0.20 = L/240 Analysis/Design fv/Fv' = 0.35 fb/Fb' = 0.62 0.06 0.25 ADDITIONAL DATA: FACTORS F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV 180 1.00 1. 00 1 . 00 -1.00 1.00 1.00 2 Fb ' + 900 1.00 1.00 1 . 00 1.000 1.300 1.00 1.00 1. 00 1.00 2 Fcp ' 625 -1.00 1. 00 - --1. 00 1. 00 - E' 1. 6 million 1.00 1.00 - --1.00 1.00 2 Emin' 0 . 00 million 1.00 1. 00 - --1.00 1.00 2 Shear LC #2 = D+L, V = 902, V design = 806 lbs Bending(+): LC #2 = D+L, M = 1067 Ibs-ft Deflection: LC #2 = D+L (live LC #2 = D+L (total) EI = 78e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks U->nWASif i-OSi WOOD f>fV/<V« COMPANY Sep. 9, 2013 20:46 PROJECT HDR3.vwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full UDL 85.3 plf Roof-L.L. Live Full UDL 110.0 plf Wall-D.L. Dead Full UDL 30.0 plf Load from RBI Dead Point 0 . 58 747 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 878 220 349 220 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1098 569 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x6" Self-weight of 4.57 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 77 fb = 478 0.01 = <L/999 0.04 = <L/999 Fv' = 180 Fb' = 1170 0.13= L/360 0.20 = L/240 fv/FV = 0.43 fb/Fb' = 0.41 0.06 0. 18 ADDITIONAL DATA: FACTORS: F/E Fv' Fb' + Fcp ' E ' Emin' CD CM Ct 180 1.00 1.00 1.00 900 1.00 1.00 1.00 625 .- 1.00 1.00 1.6 million 1.00 1.00 0.00 million 1.00 1.00 CL CF Cfu Cr 1.000 1.300 1.00 1.00 Cfrt 1.00 1. 00 1.00 1.00 1.00 Ci 1. 00 1.00 1.00 1.00 1.00 Cn 1.00 LC# 2 2 2 2 1098, V design 703 Ibs-ft 992 lbs Shear : LC #2 = D+L, V = Bending(+): LC #2 = D+L, M = Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 78e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks'^ sm-fWAs/r fo^ WOOD .vf<-<A' COMPANY Sep 9, 2013 20:48 PROJECT FBI.vwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Balcony D.L. Balcony L.L. Railing-D.L.. Dead Live Dead Full UDL Full UDL Full UDL 30.0 100.0 45.0 plf plf plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 23* Unfactored: Dead • Other Factored: Total Bearing: Load Comb Length Cb 1063 1150 1063 1150 Unfactored: Dead • Other Factored: Total Bearing: Load Comb Length Cb 2213 2213 Unfactored: Dead • Other Factored: Total Bearing: Load Comb Length Cb #2 0.56 1.00 #2 0.56 1.00 LVL n-ply, 2.0E, 3100Fb, 1-3/4x11-1/2", 3-Plys Self-weight of 17.4 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 50 fb = 1319 0.47 = L/583 1.13 = L/244 Fv' = 285 Fb' = 3074 0.77 = L/360 1.15 = L/240 fv/FV = 0.18 fb/Fb' = 0.43 0. 62 0.98 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCtt FV 285 1.00 -1.00 -1.00 -1.00 2 Fb ' + 3100 1.00 -1.00 0.948 1.01 1.04 1.00 -2 Fcp' 750 --1.00 -1.00 -- E ' 2.0 million -1 . 00 -1.00 -2 Emin' 1. 04 million -1 . 00 -1.00 -2 Shear LC #2 = D+L, V = 2213, V design = 2028 lbs Bending ( + ) : LC #2 = D+L, M = 12722 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 444e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. ©Woodworks' ^QfiwMir ron vvofJiJ f>f-Sj&v COMPANY Sep, 9, 2013 20:49 PROJECT FB2,wwb Design Check Calculation Sheet Sizer 8,3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Stairway D.L. Stairway L.L. Dead Live Full UDL Full UDL 110.0 439 .8 •plf plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Unfactored: Dead Other Factored: Total Bearing: Load Comb Lerigth Cb 209 770 209 770 Unfactored: Dead Other Factored: Total Bearing: Load Comb Lerigth Cb 979 979 Unfactored: Dead Other Factored: Total Bearing: Load Comb Lerigth Cb #2 0.50' 1 .00 #2 0.50* 1.00 "Min, bearing length for beams is 1/2" for exterior supports Lumber-soft, D.Fir-L, No.2, 4x12" Self-weight of 9.36 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv . 17 fb = 139 0.00 - <L/999 0.00 = <L/999 Fv' = 180 Fb' = 98 4 0.12 = L/360 0.18 = L/240 fv/Fv' - 0.10 fb/Fb' = 0.14 0.02 0.02 ADDITIONAL DATA: FACTORS: F/E CD CM Fv' 180 1.00 1.00 Fb'+ 900 1.00 1.00 Fcp' 625 - 1.00 E' 1.6 mi 1lion 1.00 Emin' 0.58 million 1.00 1.00 1. 00 1.00 1.00 1. 00 0.994 1.100 1.00 1.00 Cfrt 1 .00 1 .00 1.00 1 .00 Cl 1 .00 1 . 00 1 .00 1.00 1.00 LCtt 2 1.00 1.00 Shear : LC #2 = D+L, V = 979, V design - 454 lbs Bending{+): LC #2 - D+L, M = 856 Ibs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) EI = 664e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) D=dead L^live 3 = snow W=winci I = impact Lr = roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7.-05 + Live Load Deflection. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application, 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. C Q O T p MEMBER REPORT Leve/, FB3 2 piece(s) 11 7/8" TJI® 560 @ 12" OC PASSED Overall Length: 23' 7" 23' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Restdts Actual ® LooitSon Allowed Result IDf Load! CombinaSen CPattem) Member Reaction (lbs) 1397 @ 2 1/2" 2793 (2.25") Passed (50%) 1.00 1.0 D + 1,0 L (All Spans) Shear (Ibs) 1370 @ 3 1/2" 4100 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 6728 @ 9'11 5/16" 19000 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.213 @ 11' 9 1/2" 0.772 Passed (17999+) --1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.518 @ 11'4 1/4" 1.158 Passed (L/537) -1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 50 40 Passed ' -- System : Floor Member Type : Joist Building Use: Residential Buiiding Code : IBC Design Metfiodology : ASD • Deflection criteria: LL (L7360) and TL (^240). • Bradng (Lu): All compression edges (top and bottom) must be braced at 8' 4 5/8" o/c unless detailed ottierwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck fias not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) tiiat is glued and nailed down. • Additional considerations for the T>Pro™ Rating include: None Supports Bearing Length Loads to Supports (Ibs) Ailxessories Supports Total Available Required Dead fioor Live Total Ailxessories I - stud wall - SPF 3.50" 2.25" 1.75" 940 472 1412 1 1/4" Rim Board 2 - ShJd wall - SPF 3.50" 2.25" 1.75" 400 472 872 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directiy above it bypassing the member being designed. Loads Uxation Spacing Dead (0.90) Floor Uve <100) Comments 1 -Uniform(PSF) 0 to 23' 7" 12" 12.0 40.0 Residential - Living Areas 2 - Uniform (PLF) Ota U'S" N/A 90.0 - Weyettiamiser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by tiie autiiority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are ttiird-party certified to sustainable I forestry standards. I The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ^ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes Peter Chao Peter Chao & Associates (909) 680-2727 hong_c_1998@yahoo com 9/9/2013 8:54:55 PM Forte v4.0. Design Engine: V5.6.1.203 FB3.4te Page 1 of 1 ©Woodworks' s^Of-nvAfif- ioi( WOOD msici'^ COMPANY Sep. 9, 2013 20:55 PROJECT FB4.vwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Floor D.L. Dead Full UDL 16.0 plf Floor L.L. Live Full UDL 53.2 plf Wall D.L. Dead Partial UDL 0.00 12.25 90.0 90.0 plf Load from RB3 Dead Point 11.92 1900 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) A lO' A 23* Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2173 612 1725 612 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2784 2338 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0 .71 L.OO #2 0.59 1.00 PSL, 2.0E, 2.0E, 5-1/4x14" Self-vi/eight of 22.97 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 53 fb = 1417 0.14 = <L/999 1.01 = L/274 Fv' = 2 90 Fb' = 2723 0.77 = L/360 1.15 = L/240 fv/Fv' = 0.18 fb/Fb' = 0.52 0.18 0.88 ADDITIONAL DATA: FACTORS: F/E Fv' Fb' + Fcp' E' Emin CD 290 1.00 2900 1.00 750 2.0 million 1.04 million CM Ct 1.00 1.00 1 . 00 1.00 1.00 CL 0.939 CV 1 .00 Cfu Cr 1.00 Cfrt 1.00 1.00 1.00 1.00 1.00 Ci Cn 1.00 LC« 2 2 2 2 Shear Bending(+) Deflection D+L, D+L, D+L D+L V = 2784, V design M = 20246 Ibs-ft (live) (total) 2575 lb£ LC #2 = LC #2 = LC #2 LC #2 EI = 2401e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations; ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ©Woodworks' SfM'rw.^mr msr woori MHICN COMPANY Sep. 9, 2013 20:56 PROJECT FB5.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Floor D.L. Dead Full UDL 16.0 plf Floor L.L. Live Full UDL 53.2 plf Load from RB3 Dead Point 11.92 1858 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) A lO' A 23< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1378 612 1445 612 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 1990 2057 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 0.50* 1.00 #2 0.50* 1.00 *Min. bearing length for beams is 1/2" for exterior supports PSL, 2.0E, 2.0E, 7x11-7/8" Self-weight of 25.98 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 : Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 35 fb = 1237 0.17 = <L/999 1,00 = L/276 Fv' = 290 Fb' = 2847 0.77 = L/360 1.15 = L/240 fv/Fv' = 0.12 fb/Fb' = 0.43 0.22 0 .87 ADDITIONAL DATA FACTORS: F/E CD Fv' Fb' + Fcp' E' Emin' CM 1.00 1.00 290 2900 750 2.0 million 1.04 million Ct 1.00 1.00 1.00 1. 00 1. 00 CL 0 .981 CV 1.00 Cfu Cr 1.00 Cfrt 1.00 1.00 1. 00 1.00 1.00 Ci Cn 1.00 LC# 2 2 2 2 Shear Bending(+) Deflection LC #2 LC #2 LC #2 LC #2 EI = 1954e06 Total Deflection = D=dead L=live S= = D+L, V = 2057, V design = 1963 lbs = D+L, M = 16955 Ibs-ft = D+L (live) = D+L (total) lb-in2 1.50(Dead Load Deflection) + Live Load Deflection, snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ©Woodworks COMPANY Sep. 9, 2013 20:56 PROJECT HDR4.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Roof-D.L. Dead Full ODL 131.8 plf Roof-L.L. Live Full ODL 170.0 plf Wall-D.L. Dead Full UDL 150.0 plf Load from FBS Dead Point 2 . 67 1990 lbs Floor D.L. Dead Fall ODL 138.0 plf Floor L.L. Dead Full UDL 460.0 plf MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 1 0' 4l Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2438 340 3102 340 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2778 3442 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #2 1 . 27 1.00 #2 1 . 57 1.00 Lumber-soft, D.Fir-L, No.2, 4x10" Self-weight of 7.69 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 112 fb = 805 0.00 = <L/999 0.04 = <L/999 Fv' = 162 Fb' = 966 0.13 = L/360 0.20 = L/240 fv/Fv' = 0.69 fb/Fb' - 0.83 0.02 0.20 ADDITiONAL DATA: FACTORS : F/E CD CM Ct CL CF Cfu Cr cfrt Cl Cn LC# Fv' 180 0 . 90 1 .00 1.00 _ _ _ -1.00 1 ,00 1.00 1 Fb' + 900 0.90 1. 00 I .00 0 .994 1.200 1.00 1 .00 1 . 00 1 .00 1 Fcp' 625 -1 .00 1.00 - - --1 .00 1 . 00 -E' 1.6 mi 11 ion 1. 00 1.00 - --1 .00 1 .00 2 Emin ' 0.58 million 1.00 1. 00 --1. 00 1 .00 2 Shear LC #1 •= D only, V = 3102, V design = 2418 lbs Bending(: LC #1 -D only, M = 3347 lbs~ft Deflection: LC S2 = D+L (live) LC «2 = D+L (total) EI 369eC6 lb -in2 Total De f 1 e ction ^ 1 . 60 ( Dead Load Deflection) + Live Load Deflet t ion. D-dead L-=live S = snow W=wind I = Lmpact Lr=roof live All LC's are listed in the Analysis output Load combinations: ASCE 7-05 Lc=concentrated DESIGN NOTES: 1. Please verify ttiat the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ©Woodworks' COMPANY Sep. 9, 2013 20:57 PROJECT Check Special Seismic Load Load Case A GDR.wwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat-Location Ift] Magnitude Unit tern Start End Start End Roof-D.L. Dead Full UDL 110.5 plf Roof-L.L. Roof live Full UDL 99.0 plf Wall-D.L. Dead Full UDL 145.8 plf Floor-D.L. Dead Full UDL 17 .2 plf Floor-L.L. Live Full UDL 40.0 plf Dec>c D.L. Dead Full UDL 30.2 plf Deck L.L. Live Full UDL 69.9 plf Seismic 1 Wind Point 5.50 1166 lbs Seismic 2 Wind Point 11.25 -1166 lbs Load from RB4 Dead Point 8.92 1500 lbs IVIAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : lO' 16'-10'< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 3480 2157 3569 1758 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 5098 4888 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #4 0.97 1.00 #3 0.93 1.00 PSL, 2.0E, 2.0E, 7x11-7/8" Self-weight of 25.98 plf Included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Shear Bending{+) Live Defl'n Total Defl'n Analysis Value fv = 80 fb = 1711 -0.17 = <L/999 0.80 = L/252 Design Value Fv' = 290 Fb' = 2865 0.56 = L/360 0.84 = L/240 Analysis/Design fv/Fv' fb/Fb' 0.27 0.60 0.30 0.95 ADDITIONAL DATA: FACTORS: F/E CD CM Fv' Fb' + Fcp ' E' Emin' 290 1.00 2900 1.00 750 2.0 million 1.04 million Ct 1.00 1.00 1.00 1.00 1.00 CL 0.987 CV 1.00 Cfu Cr 1.00 Shear : Bending(+): Deflection: LC #3 LC #3 LC #8 LC #3 EI = 1954e06 Total Deflection = D=dead L=live S= 4888, V design = 23456 Ibs-ft Cfrt Ci 1.00 1.00 1.00 1.00 1.00 4407 lbs Cn LC# 1.00 3 3 = D+.75(L+Lr), V = = D+.75(L+Lr), M = = .6D+W (live) = D+.75(L+Lr) (total) lb-in2 1.50(Dead Load Deflection) + Live Load Deflection, snow W=wind I=impact Lr=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. ©Woodworks M.>f-'n%'Afff l-Oil WOOD WS'tGN COMPANY Sep, 9, 2013 20:58 PROJECT Check Uplift Load Case B Uplift of GDR.vwb Design Check Calculation Sheet Sizer 8.3 LOADS: Load Type Distribution Pat-Location [ft] Magnitude Unit tern Start End Start End Roof-D.L. Dead Full UDL 63.4 plf Wall-D.L. Dead Full UDL 64 .8 plf Floor-D.L. Dead Full UDL 7.7 plf Deck D.L. Dead Full UDL 13.4 plf Seismic 1 Wind Point 5.50 -1555 lbs Seismic 2 Wind Point 11.25 1555 lbs Load from RB4 Dead Point 8.92 1500 lbs MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A lO' A 16'-10'< Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2181 2270 531 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb 2181 2801 Unfactored: Dead Other Factored: Total Bearing: Load Comb Length Cb #1 0 . 50* 1.00 #3 0.53 1.00 *Min. bearing length for beams is 1/2" for exterior supports PSL, 2.0E, 2.0E, 7x11-7/8" Self-weight of 25.98 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 38 fb - 910 0.00 = <L/999 0.44 = L/458 Fv' = 2 61 Fb' = 2583 0.56 = L/360 0.84 = L/240 fv/Fv' = 0.14 fb/Fb' = 0.35 0.00 0.52 ADDITIONAL DATA: FACTORS FV Fb' + Fcp ' E ' Emin' CD 0.90 0.90 F/E 290 2900 750 2.0 million 1.04 million CM Ct 1. 00 1.00 1.00 1. 00 1.00 CL 0.989 CV 1 .00 Cfu Cr 1 . 00 2270, V design 12477 Ibs-ft Cfrt 1. 00 1.00 1.00 1. 00 1.00 2096 lbs Ci Cn 1.00 LC# 1 1 3 3 Shear : LC #1 = D only, V Bending(+): LC #1 = D only, M Deflection: LC #2 = .6D+W (live) LC #3 = D+W (total) EI = 1954e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. D=dead L=live S=snow W=wind I=impact L.r=roof live Lc=concentrated All LC's are listed in the Analysis output Load combinations: ASCE 7-05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber); the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. PCR13124 2734 ARUND RD LIN RES - CHANGE ROOF TRUSS T" RAFTER/HIP ROOF CHANGE F "fk^lu ^ccMJ^:f^ <^(l^ ^'^'^ PCttlii34 2734 ARUND RD LIN RES - REVISE ROOF TO ROOF DECK WITH STAIRS C iff a mr- fMM (MjHlt^ t? ^^^^ Final Inspection required by: • Plan • CM&I • Fire SW QlSSUED GCV. Approved Date . By BUILDING tjlfSg^m^^A. PLANNING ' ENGINEERING RRE Expedite? Y N DIGITAL FILES Required? Y N HazMat APCD Healtii Forms/Fees Sent Rec'd Due? By Encina Y N Fire Y N HazHealthAPCD Y N PE&IVI Y N School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD: Y N LandUse: Density: ImpArea; FY; Annex: Factor: PFF; Y N Comments Date Date Date Date Building Planning Engineering Fire Need7 SL^f^^H^et (QDone a Done • Done • Done 08-27-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCR14134 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2734 ARLAND RD CBAD PCR 1561425400 Lot#: 0 $0.00 Construction Type: 5B CB131394 LIN RES - REVISE ROOF TO ROOF DECK WITH STAIRS, CHANGE FROM SLAB ON GRADE TO Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 07/21/2014 SKS 08/27/2014 08/27/2014 Applicant: LIN MICHELLE C/0 FRANK LIN 2740 ARLAND RD CARLSBAD CA 92008 760-717-6749 Owner: LIN MICHELLE C/O FRANK LIN 2740 ARLAND RD CARLSBAD CA 92008 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $500.00 $0.00 $0.00 Total Fees: $500.00 Total Payments To Date: $500.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes ttie Imposition' of fees, dedications, resen/ations, 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 fees/exactions of which vou have previouslv been oiven a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired. ^ CITY OF PLAN CHECK REVISION Development Services Building Division ^ CITY OF APPLICATION 1635 Faraday Avenue CARLSBAD B-15 760-602-2719 www.carlsbadca.gov Plan Check Revision No."P*^^^ M ] 3*^ Originpil Plan Check No. 1 - / V Project Address 1^7.^ ^ Date - -^i- ^/i/ Contact IMvc Vv^il^. Luc. Ph 7<^-Y//. Fax Email yviag^^^ /^^^(^a^<ne^ . City. Contact Address General Scope of Work cW^Kt^ QDO^ rto '^(flD^ X^'^<fl|C Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: ^ Plans ^Calculations • Soils • Energy • Other. 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets H »( A - V ^rin\- (l{fLr\ /.<Qarp:ir^ .S'^^/7/.r^/vr»./4/2c/^--/-;o- h u 5. Does this revision, in any way, alter the exterior of the project? ^Yes D No .srij.v^ 6. Does this revision add ANY new floor area(s)? H^Yes • No foo-^ A(i<:k- 7. Does this revision affect any fire related issues? O Yes No 8. Is this a compl^^se^^^/^ Yes _feI''No ^Signature 1635 Faraday Avenue, Carlsbad, CA 92008 Eti: 760-602-2719 £ax: 760-602-8558 £maiL building@carlsbadca.gov wvwv.carlsbadca.gov EsGil Corporation In (PartnersHip witli government for BuiCding Safety DATE: August 26, 2014 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECKNO.: 13-1394 REV 2 SET; III PROJECT ADDRESS: 2734 (or 2732?) Arland Rd. PROJECT NAME: Lin Residence; 2nd Dwelling Unit; Revision to Add Roof Deck I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: ^ EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person ^ REMARKS: The structural sheets from Set II must be carried forward to Set III. The structural plans have been completely revised and a new engineer has drawn them. By: Kurt Culver Enclosures: Previously-a'pproyed EsGil Corporation plans • GA • EJ • MB • PC 8/21/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip •witH government for (BuiCding Safety DATE: August 18, 2014 • APPLICANT ja<juRis. JURISDICTION: Carlsbad . • PLAN REVIEWER PLAN CHECK NO.: 13-1394 REV 2 SET: II • PILE PROJECT ADDRESS: 2734 (or 2732?) Arland Rd. PROJECT NAME: Lin Residence; 2"^^ Dwelling Unit; Revision to Add Roof Deck I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Michelle Lin I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1X1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Michelle Lin Telephone #: 760-717-6749 /Date contacted:^^ I ^ (by^^ Email: mashou1729(5).att.net Fax #: "-^^Mail Telephone Fax In Person XI REMARKS: The structural plans have been completely revised and a new engineer has drawn them. By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 8/12/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-1394 REV 2 August 18, 2014 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the Items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. ^ sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). THIS WILL BE VERIFIED WITH THE FINAL PLANS. 3. The only revised sheets submitted where A-2, A-3 and A-5 (along with a new set of structural plans). Please also submit revised sheets A-1, A-4 and A5.02. ON SHEET A-1, SHOW THE NEW WRAP-AROUND STAIRS. Carlsbad 13-1394 REV 2 August 18, 2014 9. There are many coordination errors on the plans. The following are a few examples: b) Window 11 is specified on the plans, but there is no such window in the window schedule. THE WIDTH OF THE WINDOW IS MISSING FROM THE SCHEDULE. d) Please understand: The above are only examples. It is not my responsibility to point out to you every single mistake you made. You must take the time to ensure that all such errors are fixed. THERE ARE STILL OTHER MISTAKES ON THE PLANS THAT YOU HAVEN'T FIXED YET. FOR EXAMPLE, THE EXTENT OF THE FRAMING/BALCONY/LANDING SHOWN ON SHEET A-4 AT THE NEW STAIR CONFLICTS WITH THAT SHOWN ON SHEET S-2. CHECK FOR OTHER SIMILAR CONFLICTS! To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at EsGil Corporation. Thank you. EsGil Corporation In (Partnership with government for (BuiCding Safety DATE: July 25, 2014 O/iPPLICANT ^^<<rJURIS. JURISDICTION: Carlsbad o/^>\^u^'^^' • PLAN REVIEWER YCK.\ ^ 1 ^ T • FILE PLAN CHECK NO.: 13-1394 REV 2 SET: I PROJECT ADDRESS: 2734 (or 2732?) Arland Rd. PROJECT NAME: Lin Residence; 2"<i Dwelling Unit; Revision to Add Roof Deck I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith wili substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: Michelle Lin I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Michelle Lin Telephone*: 760-717-6749 Date contacted:-^'^^(by:')(\^ Email: ?? (illegible) Fax #: k >l(flail Telephone •>>. Fax In Person REMARK&-The structural plans have been completely revised and a new engineer has drawn them. By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • MB • PC 7/22/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 13-1394 REV 2 July 25, 2014 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 13-1394 REV 2 JURISDICTION: Carlsbad PROJECT ADDRESS: 2734 (or 2732?) Arland Rd. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 7/21/14 DATE INITIAL PLAN REVIEW COMPLETED: July 25, 2014 DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/22/14 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed UP the recheck process, please note on this list (or a copy) where each correction Item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 13-1394 REV 2 July 25, 2014 • PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. AH sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. The only revised sheets submitted where A-2, A-3 and A-5 (along with a new set of structural plans). Please also submit revised sheets A-1, A-4 and A5.02. 4. The new storage room next to the garage represents added floor area for the building. Be sure to report that in the area summary on sheet A-1. 5. Please provide dimensions on sheet A-2 for the added storage room. 6. And specify on the plans the door to that room. 7. Please clarify the attic access shown in the dining room on A-2. 8. Specify on the plans that a carbon monoxide alarm will be installed, per Section R315. Carlsbad 13-1394 REV 2 July 25, 2014 9. There are many coordination errors on the plans. The following are a few examples: a) Door 17 is still specified at the second floor, but that should be changed to a window. b) Window 11 is specified on the plans, but there is no such window in the window schedule. c) The door to the bathroom is shown to be 14 (a pocket door), but the plans show a swinging door. d) Please understand: The above are only examples. It is not my responsibility to point out to you every single mistake you made. You must take the time to ensure that all such errors are fixed. 10. Guards (Section R312): a) Openings between railings shall be less than 4". 11. Provide stainway and landing details FOR THE NEW STAIR. Section R311.7. a) Maximum rise is 7-3/4" and minimum run is 10". 12. The walls and soffits of the enclosed usable space under stairs shall be protected on the enclosed side with ^/4-inch gypsum board. Section R302.7. 13. Please specify on the plans the material to be used on the roof deck (thickness, etc.). Depending on the answer, the dead loads used in the design may not be adequate. 14. The City of Carlsbad requires Class A roofing. This applies to the surface material used at the new roof deck. 15. Specify on the plans the following information for the roof deck materials, per Section R106.1.1: a) Manufacturer's name, product name/number. b) ICC approval number, or equal. 16. Show the sizes/locations of roof deck drains and overflows. Section R903.4. 17. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) Additionally, sheet A-2 shows the water heater in two different locations?? Carlsbad 13-1394 REV 2 July 25, 2014 18. Regarding sheet S-2: a) Please specify the full size of the Simpson Strong Wall to be used. b) Per the ICC approval for the Strong Walls, please provide special detailing on the plans for them. c) At the Roof Framing Plan, please clarify the "X" area at the bottom, right- hand corner. If it's a hole in the framing, then show how it is "headed out." • MISCELLANEOUS 19. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 20. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No • 21. 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 Kurt Culver at EsGil Corporation. Thank you. Carlsbad 13-1394 REV 2 July 25, 2014 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 13-1394 REV 2 PREPARED BY: Kurt Culver DATE: July 25, 2014 BUILDING ADDRESS: 2734 (or 2732?) Arland Rd. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance [^g. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: • Repetitive Fee Q Repeats * Based on hourly rate • Complete Review • Other • Hourly EsGil Fee $500.00 • Structural Only $100.00 Hrs. $400.00 Comments: Sheet 1 of 1 macvalue.doc + PLAN CHECK PLAN CHECK Community & Economic Nj/ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 7/23/14 PROJECT NAIVIE: Lin second dwelling unit revision PROJECT ID: CB 13-1394 PLAN CHECK NO: PCR 14-134 SET#:I ADDRESS: 2740 Arland Rd ApN- VALUATION: APPLICANT CONTACT: mashoul729@att.net X THs plan check review transmittal is to notify you of clearance by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by the Construction & Inspection Division is required: Yes For statLKS from a division not marked below, please call 760-602-2719 No X This plan check review is NOTCOMPLKTEItems missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. LAND DEVELOPMENT ENG. 760-602-2750 \/ Linda Ontiveros /\ 760-602-2773 Linda.Qntiveros@carlsbadca.gov Remarks: ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.Gov DATE: 8/5/14 PROJECT NAIVIE: REVISION TO SDU PROJECT ID: PLAN CHECK NO: PCR14134 SET#: ADDRESS: 2734 ARLAND RD APN: ^ This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes |3 No You may also liave corrections from one or more of tiie divisions listed below. Approval from tiiese divisions may be required prior to tiie issuance of a buiiding permit. Resubmitted plans siiouid include corrections from all divisions. [2 This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: mashoul729@att.net For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chrls.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760-602-4663 Grefiorv.Rvan@carlsbadca.gov X Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov I 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthla.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Domlnic.Fieri@carlsbadca.gov Remarks: Plan Check No. PCR14134 Address 2734 ARLAND RD Date 8/5/14 Review # 2 Planner GINA RUIZ Phone (760^ 602- 4675 Type of Project & Use: REVISION TO SDU Net Project Density: DU/AC Zoning: RJ. General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: ) REVIEW #: 12 3 Legend: ^ Item Complete Q Item Incomplete - Needs your action IEI • • Environmental Review Required: YES • NO ^ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: S • • Discretionary Action Required: YES • 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: • Q Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES O NO M CA Coastal Commission Authority? YES • NO El If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): • • Habitat Management Plan Data Entry Completed? YES • NO |E1 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!) • • Inclusionary Housing Fee required: YES • NO ^ (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO El (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • Housing Tracking Form (form P-20) completed: YES • NO • N/A El p-28 Page 2 of 3 07/11 Site Plan: • ED SITE PLAN MISSING SEE ADDITIONAL COMMENTS BELOW City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability: YES • NO E • • 2. Project complies: YES • NOO Zoning: (STAIRS CAN ENCROACH 2 FEET INTO ANY REQUIRED SETBACK) • ED 1. Setbacks: Front: Requ Interior Side: Requ Street Side: Requ Rear: Requ Top of slope: Requ Structure separation: Requ red 20: Shown NOT-SHOWN 20' + red 62: Shown NOT SHOWN-6.4'& 20.11' red n/a Shown n/a red 1Z£ Shown NOT SHOWN 32' red n/a Shown n/a red 10' Shown 15' • • 2. Accessory structure setbacks: SEE ABOVE • ED • ED EDO • ED Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: 4. Height: 5. Parking: Required Required Required. Required. Required. Shown Shown Shown. Shown Shown Required 40% MAX Shown NOT SHOWN 23% Required 24' TO ROOF DECK Shown NOT SHOWN 22.6' Spaces Required GARAGE Shown 23'X25' (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Commonts #1. PLEASE ADD A SITE PLAN SHOWING THE SETBACKS TO THE- PROPERTY LINES FOR THE NEW STAIRS. #2. PLEASE SHOW THE TOTAL LOT COVERAGE INCLUDING THE NEW STAIRS. #3. PLEASE SHOW THE TOTAL HEIGHT OF THE STRUCTURE TO THE TOP OF THE ROOF DECK. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GINA RUIZ DATE 8/5/14 p-28 Page 3 of 3 07/11 Structural Calculations for 2-Story New Residence at 3^ 110 Arland Rd. Carlsbad, CA 92008 July 12, 2014 ^I-JIW Index 1. Loading Criteria & Material Spec. 2. Key Map for Framing Plan 3. Design Roof Framing Members 4. Design Second Floor Framing Members 5. Design Foundations 6. Determine Seismic Parameters 7. Determine Seismic Forces 8. Wind Load Analysis 9. Design Shear Walls & Holdowns Page(s) 3,4 5-6 7,8 9-11 12 13,14 15 16 17, 18 2734 Arland Rd PAGE: 3 DATE: 7/7/2014 JOB No; Loading Criteria: ROOF: Tile CEiUNG FLOOR: 3/4" PLYWOOD HIA. PITCH (X: 12): 1.0 DEAD LOADS: psf psf psf psf Pitch Ad= 0.0 F?fg Mtl. = 5.0 Fin/Fir = 5.0 Fin/Fir = 0.0 Sheath = 2.5 Sheathing = 2.5 Sheathing = 0.0 Roo1/Jst= 4.3 0.0 FIr/Jsts = 6.0 Jsts = 0.0 Misc= 0.6 0.2 Misc.= 0.7 Misc. = 0.0 Drywall = 0.0 2.8 Dryvvall= 2.8 Drywall = 0.0 Insul. = 0.0 0.5 Lt wt conc= 0.0 Insul = 0.0 n Dead Load= 12.5 3.5 Dead Load= 17.0 Dead Load= U 0.0 UVE LOADS: Live Load = 40 10 Live Load= 40.0 Live Load= 0.0 TOTAL LOADS: Total Load = 52.5 13.5 Total Load= 57.0 Total Load= 0.0 WALLS: Exterior Wall = Interior Wall = 14 10 Material Criteria: PAGE; 4 DATE: 7/7/2014 JOB No; (Unless Otherwise Noted) Timber: (West Coast Douglas Fir: WCDF) studs: 2X: DF # 2 Fb= Fv= 180 E= 1.6xE6 psi Rafters-Cellina-Floor Joists: 2 X & 4X: DF#1 ABETTER, Fb= Fv= 180 E= 1.8xE6 psi DF #1 Fb= Fv= 180 E= 1.7xE6 psi DF #2 Fb= Fv= 180 E= 1.6xE6 psi Beams: 6 X or Greater: DF # 1 Fb= Fv= 170 E= 1.6xE6 psi Glue Laminated Beams:{WCDF- Industrial /Appearance Grade-1 1/2" ply) (24F-V4) Fb= Fv= 165 E= 1.8xE6 psi Parallam Beams: Fb= Concrete: (Strength at 28 days) Slab on Grade f c= Foundations fc= Precast fc= Columns fc= Struct. Slabs f c= Fv= 290 E= 2.0xE6 psi 2500 psi 2500 psi 2500 psi 2500 psi 2500 psi Masonrv: (Hollowf concrete unlts:ASTM C-90) Grade N (solid grouted) f m= 1500 psi Type S Mortar Grout REINFORCING STEEL: (ASTMA615) Concrete: Main Rebar :Ties Masonry:AII Rebar Structural Steel: Beams: Fy= Columns Fy= Pipes: Fy= Tubes: Fy== 2000 psi 50 ksi,ASTM GR 50 50 ksi, ASTM GR 50 35 ksi,ASTM A-53 Grade "B" 46 ksi, ASTM A-501 HE -B \ H 6 7^ BL cr5 ! CD CV3 IO 3- 28'-0" 24'-0" 7^'*^' Peep 7Jl3ho \ iAi}ifi Ii z: 4o fJrf-' 'DL^'i^/K Ji— >•••••• —- -» -1 .!>!''• /f- Pf€p i-J'J. S"r>°- i • '^ —o ••'N 3, - Sihfn'!€'^. "7 / = ^.2 IS, 'I lAf 4X/4 ,3^, A ^1. jS ... ...... . . , / ..^ ET hlT 2i'^] 7 ^f^^-f^ 77136. T^fi'.c U)H4I lo .& •• '"O A3-' /^ijf /5 J" £3>/t /^Z^'fz. ^llS^^...TJl e/6''AC ;i, r—" "'> 17'" 3" 3. $2. ^MAa-f-e ^>^>'i4iJ' (J^rfi..) '1 T^'f 4J(/d #/ /C / ,'•; - 9 - 7./' • ' • J ^ 7'Z'' pfj>f^ JU^ e_ '"^"'''-0 S /ft ^ /4>fz/,/pr^ a,(^j ^ 4 y —— ,1 r ^Lo'^m^tx iy^j.>jr} //cWW j^^U J^</ -^i.?!.- -TV in. 0, o b ' ^- ^ fcf^i. ^ PAGE:: _ ^ _ DATE: 17/14/2014 JOB No: 1023-13 SOIL ENGINEER: 2013 CBC ' REPORT: N/A Sbp= 1500 PSF DATED: CONTINUOUS WALL FOOTING DESIGN: WIDTH= WIDTH= WiDTH= WIDTH= AT WIDTH= WIDTH= USE 1S" WIDE BY 24" DEEP FOOTING, TYPICAL USE m #5 REBAR AT TOP AND 12) # 5 REBAR AT BOTTOM COMTINUOUS CAPACITY OF CONTINUOUS FOOTING: """"8=16.00 ""D= 24.00 UNRETNFORCED FOOTING: 1 L=:((D+6in)*2)+4in= •64.00 P=iL*B*Sbp/144= ; IOS6SJ7;LBS REINFORCED FOOTING: USINGJ2) #4 REBAR; As"-'0.40 AT Most CTttical perimeter wall 1 AT other perimeter wall --f ROOF 56.00 14.00 784.00 PLF ROOF 56.00 4.00 224.00! --f Ceiling 0,00 0.00"' 0.00 PLF ceiling 0.00 0.00 0.00' ; WALL 14.00 24.00 336,00 PLF WALL 14.00 24.00 336.001 WALL COO 0.00 Q.OO PLF WALL o.oc COO COO; I FLOOR 57.00 14.00" " 798.00 PLF FLOOR 57.00 4.00 228.00 i i DECK 0.00 0.00 0.00 PLF DECK 0.00 0.00 0.00 i TOTAL 1 ^ 1918.00 PLF TOTAL i 788.001 1 '"""[ 1 AT 0 AT 0 "-f- ^ ROOF 0.00 0,00 0.00 PLF ROOF 0.00 0.00 0.00' "-f- ^ ceiling 0.00 0.00 0.00 PLF ceiling 0.00 0.00^ O.OOj i J WALL 0.00 0.00 0.00 PLF WALL 0.00 0.00 iO.OOi j WALL 0.00 0^00 PLF WALL 0.00 0.00 coot „ FLOOR 0.00 0 00 0.00 PLF FLOOR 0.00 0.00' coo; DECK 0.00 0.00 0,00 PLF DECK coo 0.00 o.ool 1 TOTAL 1 i 0.00 PLF TOTAL O.OOi _ I _ ROOF 0.00 0.00 0.00 PLF ROOF 0.00 0.00 0.00! i ROOF 0.00 0.00 0.00 PLF ROOF 0.00 O.OO" " a"oo^'""""I""' WALL 0.00 0.00 0.00 PLF WALL 0.00 0.00' om•"""I" WALL 0.00 0.00 0.00 PLF WALL 0.00 0.00 " "' 0.00' > FLOOR 0.00 0.00 0.00 FLF FLOOR 0.00 o.oo" DECK 0.00 r\ An 0.00 PLF DECK 0 oc 0,00 o.oo: ; TOTAL 0.00 PLF TOTAL ; 0.00: j P=!L*(B/12)*Sbp= M^:As*1.48*(B+6in-3.5in);-^15.69 115843"" LBS ""'!" USING (2) #5 REBARS ""AS= 0,61 M=iAs*1^8*(B-K6in-3.5iny23,92 P=lL*(ES/12)*Sbp="IIIIjl9565[I^^^ L=; r SQRT({2*!V!)/(B*Sbp,/12000))= : 7.92 IT :izi]:iii:i:4iz:zip^^^^^ ^lZ2*SQRT(lg*M^ 19:78 /J Get On Google Maps B gooqSe.com/K4yBusiness Be found by customers on Google. Sign up for Google My Business. geocoder.us find tha latitude & longitude of any US address - for free The new site is coming! With Census Tracts, County Boundaries, and more! Please email me Rich.Gibson(ggmail.com if you want, to discuss the issue. HOME Address 2734 Arland Rd Carisbad CA 92008 (33.170045, -117.339676) 33.170045 ° Latitude N 33 10' 12.2" 33 ° 10.2027' (degree m.mmmm) -117.339676 ° Longitude W 117 ° 20' 22.8" -117 ° 20.3806' (degree m.mmmm) View location in Google Maps (opens in new window) Search fbr another address: 2734 arland road., carlsbad, ca Submit And You might try adding a comma between the street and the dty name, as this often helps to disambiguate complex addresses. If you'd like help, drop an e-mail to missing@geocoder.us, and we'll try to help you find your location. If you want a bunch of addresses geocoded you can send a file (text or Excel work fine) to the same address. They will be geocoded and sent back to you. If you are iiappy Uie cost is $50 per 20,000 records with a minimum cost of $50, which you can pay via paypal to billing@geocoder.us : geocoder.us = © 2004-8 Locative Technologies = temB & conditions = contact us = 5" ' HU^lS Design Maps Summary Report User-Specified Input Buiiding Code Reference Document ASCE 7-10 Standard /4 S:te Coordinates 33.17005°M, 117.339e3°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Camp Pr ndifitori -Oceansfde Vista V-." Carlsbad mapquest USGS-Provided Output Ss = 1.131 g c ~ n 7 4 ^ S„s = 1.185 g HI -' • a = 0.790 g For information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEfr Response Spectrum Design Response Spectrum If. in For PGA„, T^, C^, and C„^ values, please view the detailed report. Prcject: 2734 Arland Rd Detemrtne Storv Wekiht for Seismic Force w = unit weight (psf) A = area for roof, ceiling or floor (ft^) Hw = wa((tieight(ft) Lw = wall length (ft) N = number of MEP unit Roof: Dead Load, w (psf) Floor: interior wait (above) - e>£t, swali 1 = ext, wall 2' in* wall 1 = inl, nail 2 = MEP = 14 psf 0 psf 10 psf 0 psf 300 Ibs Total roof = ceiling = fioof = W A Hw Lw lbs roof = w*A = 16 909 0 0 14544 ceiling = w*A = 0 0 0 0 = 0 ext. wall 1= w'Hw*Lw = 14 0 4.5 102 6426 ext. vrail 2= 14 0 0 0 0 int, ivall 1= w"Hw"Lw = 10 0 4,5 36 1620 int, vrall 2= w*H.V*Lw = 10 0 0 0 0 ^;Er- = 300 Total ltoor = w* A = 17 837 0 0 14229 ext, wall 1= '**HwTw = 14 9 117 14742 ext. wall abow«= 6426 int W3ll1= w1-(w*tw = 10 0 9 54 4860 -nf wal ?= n 0 0 0 0 1620 /5 16 psf 0 psf 17 psf 1 Area(ft2) Ar = Ac = Af = 909 ft2 0ft2 B37 ft2 ibs Seismic Parameters Risk Category: Seismic Category: Site Class: Ss = SI = For sife class D Fa = Fv = Thus, Sms = Sm*! ~ Sds = Sdi = 1.048 1.566 Ss*Fa = SnTs*(2/3)= Snr>1-j2/3)= II D D 1,131 0.434 1.185 0 6!^0 0.790 0.453 For bearing-waH system with wood panel shear walls R= 6.5 Omega - 3 Cd= 4 1= 1 Determine Seismic Base shear & Vertical Distribution Ta = C,*h„» = V = Cs* W Cs =Sds/(Ryi) = C ,= -S-:^1 "T*R/1)= C3.™ =0.5*31/(R/I) = Thus, Cs (govem) = V = Cs*W = 0.189 sec 0.122 Q.010 0.033 0.122 C,= h„ = X = if SI > 0.6 Strength Design Load Level 0.02 20 ft 0.75 Vertical Olstributiofl Fx=C«*V Cv,=(W/h,-)/(Sum(W,*h,'') k = 1 Lcve! F> (psf; Roof 22890 20.0 457800 0.522 1 ' 4.5, Floor/mez 41877 10.0 418770 0,478 •5,.S Sum 64767 876570 1.000 Determine Diantiraam Desion Forces Fpx = C'Wpj, C = sum(F,)/sum(Wj) Cmax = 0.4*S^*l = ^mn ~ 0.2*Stjs*l = 0.316 0.158 Level (lbs) F, (lbs) sum(F|) C '-'rrsn (itsed) Fpx(psf) „.....-"" 22890 ' 4112 4112 0.180 0.316 '.^. \ i^O 4.'.:'. Floor 41877 3762 7874 0122 0.316 0.158 EsSiS '.'.9 Sum 64767 7874 (if T <0,5 sec) Prpject: 2734 Arland Rd Wind Force Analysis (ASCE 7 -10) Main Wind-Force Resisting Svstem 1. Basic wind speed: 2. Important factor: 3. Exposure categoiy: 4. Adjustment coefficient: 5. Topographic factor: P, = lamda*K^,*rPe3o V = 1 = Lamda = 100 1 c 1.35 1 mph Horizontal Projection Roof angle = 0 degree zone P,3o(0-30) P.30(10) Ps30 Ps (psf) min. Ps (psf) used Ps (psf) A 12.9 -12.9 17.4 10 17,4 B 8.8 -8.8 11.9 10 11.0 C 10.2 -10.2 13.8 10 13,8 D 7 -7.0 9.5 10 10 0 Vertical Proiection zone P.3o(0-30) P«o(10> ^630 P8{psf) min. Ps (psf) used Ps (psf) E 5 -5.0 6.8 0 5.8 F -7.8 --7.8 -10.5 0 10,5 G 4.3 -4.3 5.8 0 5,8 H -6.7 --6.7 -9.0 0 S-0 Eoh -4.5 --4.5 -6,1 0 0 Goh -5.2 --5.2 -7.0 0 '1 {\ ComDonents and Cladding = lamda*Ka*l*P„e,3o minimum pressures design pressure Location zone Eff. Wind A. Pnet30 (•*") Pnet30 (-) Pnat(+) Pnet(-) Pnet(+) Pnei(-) Pne,(+) Pnet(-) Roof 1 20 11.6 -12.3 15.7 -16.6 10 -10 .,. 1 .f; 3 2 20 11.6 -14.5 15.7 -19.6 10 -10 ',' 5,7 ... VC; f\ 3 20 11.6 -14.5 15.7 -19.6 10 -10 15,7 Wall 4 1 20 12.4 -13.5 16.7 -18 2 10 -10 •••1 % 5 20 12.4 -16.2 16.7 -21.9 10 -10 16.7 Roof 2 10 0 -24 0.0 -32.4 10 -10 10,0 -32.4 overhang 3 10 0 -24 0.0 -32.4 10 -10 10,0 -32 4 /7 '1 ^_i5 ,„,,j< r ',,,pIj2^^J^^.I!77fi~^^ • 0 1 —if > a .-'5, ^- ^rr" • , / •^^ (5, i A. c c... 7^^ T - /S —fJ-' ^ T c p/}f - ^ i. ^' /me B / 3' y-3 ' ^ 7?y y^/%if /fe? .^|), ( •i^^*^ ;£) .^5>s^'''«^' 1.^ .^.^ s ! -?f- i—