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Home My WebLink About2793 ELMWOOD ST; ; CB132786; Permit12-24-2014 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Residential Permit Permit No: CBI32786 Building Inspection Request Line (760) 602-2725 2793 ELMWOOD ST CBAD RESDNTL Sub Type: SFD Status: ISSUED 1562316700 Lot#: 0 Applied: 11/12/2013 $289,684.00 Constuction Type: 5B Entered By: JMA. Reference #: Plan Approved: 01/27/2014 1 Structure Type: Issued: 01/27/2014 0 Bathrooms: 0 Inspect Area: PY Orig PC #: Plan Check #: HOLLERAN: DEMO 940 SF HOME & 392 SF GARAGE//BUILD 2,244 SF LIV/492 SF GAR / 688 SF DECKS / 380 SF DETACHED CARPORT/ 285 SF RETAINING WALL PER SDCRS C1 Applicant: LARRY LIPKIN Owner: HOLLERAN WILLIAM J&MARY B 13607 POWERS RD POWAY CA 92064-3615 858-774-1957 2793 ELMWOOD ST CARLSBADCA 92008 Building Permit $1,440.42 Meter Size Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $1,008.29 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $28.97 PFF (3105540) $0.00 Park in Lieu Fee $0.00 PFF (4305540) $0.00 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) $0.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $206.00 Renewal Fee $0.00 ELECTRICAL TOTAL $85.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $88.16 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $1,972.34 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $206.00 Green Bldg Stands (SB1473) Fee $8.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 Green Bldg Stands Plan Chk Fee TOTAL PERMIT FEES $5,043.18 Total Fees: $5,043.18 Total Payments to Date: $5,043.18 Balance Due: $0.00 Inspector: FINAL A Date: RPRQ' VAL Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen-ed to as "fees/exactions." You have 90 days from the date this pennit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth In Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing In accordance with Carlsbad Municipal Code Section 3.32,030. Failure to timely 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 oreviouslv been oiven a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired. 01-27-2014 Job Address: Permit Type: Parcel No: Reference #: CB#: Project Title: Applicant: LARRY LIPKIN 858-774-1957 Emergency Contact: SHANON CHILSON 619-520-5008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130364 2793 ELMWOOD ST CBAD SWPPP 1562316700 CB132786 HOLLERMAN RESIDENCE: Status: ISSUED Lot#: 0 Applied: 11/12/2013 Entered By: JMA Issued: 01/27/2014 Inspect Area: Tier: 1 Priority: M Owner: HOLLERAN WILLIAM J&MARY B 2793 ELMWOOD ST CARLSBAD CA 92008 SWPPP Plan Check SWPPP Inspections Additional Fees $52.00 $221.00 $0.00 TOTAL PERMIT FEES $273.00 Total Fees: $273.00 Total Payments To Date: $273.00 Balance Due: $0.00 FINAL APPROVAL DATE^^l/i^CLEARANCE SIGNATURE li^PLANNII ETENGINEERING THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: UaPLANNING • FIRE • HEALTH • HAZMAT/APCO CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No.c:e>/3~27^A Est. Value t TT^.C^ l^r Plan Ck. Deposit Date _ » SWPPP CT/PROJECT # LOT# PHASE# # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE occ. GROUP 67 3 2 VN R3/U1 JOB ADDRESS 2793 Elmwood Street, Carlsbad, 92008 I SUrrE«/SPACE#/UNIT# 156 231 67 00 DESCRIPTION OF WORK: Inc/ude Square Feet ofAlfeetod Ama(s) Demolish existing 940 sq ft residence and 392 sq ft garage. Construct new 1,847 sq ft residence w/ 505 sq ft attached garage, 688 sq ft of new decks, and 380 sq ft detached carport. nsi^sP) EXISTING USE SFD PROPOSED USE SFD GARAGE (SF) 505 380 DECKS (SF) 688 FIREPLACE YES[7]# \ N0| I AIR CONDITIONING YES I INOFTI FIRE SPRINKLERS YES|gUo[7] APPUCANT NAME (Primary Contact) Larry Lipkin APPLICANTNAME (Secondary Contact) ADDRESS 13607 Powers Road ADDRESS CITY Powav STATE CA ZIP 92064 CITY STATE ZIP PHONE 858.774.1957 FAX PHONE FAX EMAIL llipkin@,cox.net EMAIL PROPERTY OWNER NAME William and Mary Holleran CONTRACTOR BUS. NAME Mirabella Desian/Bulld ADDRESS 2793 Elmwood Street ADDRESS 140 Woodward Ave CITY Carlsbad STATE CA ZIP 92008 CITY Escondido STATE CA ZIP 92025 PHONE FAX PHONE 760.738.7446 FAX 760.738.7445 EMAIL EMAIL shanon@mdbsd.com ARCH/DESIGNER NAME 4 ADDRESS See aoDlicant dTY 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 — , , 1..-. .^1.-. ....1 ., . —chapters, " - ' applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Cnapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). rrA'm"i!iw.^ Wortters' Compensation Declaration: / hereby affimi under penalty of perjury one olthe following declarations: a I have and wlll maintain a certlflcata of content to selMnsure for worlcers' compensation as provided by Section 3700 of the Labor Code, for the perfomiance of the work for which this permit is Issued. I have and will maint^n wortters' compensation, as required bv Section 3700 of the Labor Code, for the perfomiance of the work for which this pemiit is issued. My workers' compensation insurance earner and policy number are: Insurance Co. . Policy No. Expiration Data Bsection need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this pemiit is issued, I shall not employ any person In any manner so as to become subject to the Workeis' Compensation Laws of Caiifomia. WARNING: Failure to secure wortters' compensation coverage is unlawful, and shall subject an employer to criminai penalties and civil fines up to one hundred thousand doiiars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attomey's fees. ygS" CONTRACTOR SiGNATURE QAGENT DATE / hereby affm that I am exempt from Contractor's Ucense Law for the follov/ing reason: I I 1, as owner ofthe praperty 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 buikis or improves thereon, and who does such work himself or through his own empioyees, provided that such improvements are not intended or offered for sale. If, however, the building or Improvement is sold within one year of compietion, 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 exdusiveiy contracting with iicensed contractors to constnict the project (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 contractotts) licensed pursuant to the Contractor's License Law). ^ / < < ,fi,/C/f^/M Ot^ Sxi^/o/Sriy^ W 1.1 personally plan to provide the major labor and materials for construcfen of the proposed property ImprovemenL r~lYes I INO SHA^O^ C/+I /S<'A' 2.1 (have/have not) signed an application for a buiiding pennit for the proposed work. y yc> IOCOOUJ'^/) 3.1 have contracted with the foliowing person (firm) to provide the proposed construction (include name address / phone / contractors' license number): its, c L:y\,p { Oo. |~~| I am exempt under Section. 4.1 plan to provide portions of the wortt, but 1 hava hired the foliowing person to coordinate, supervise and provkle the major wori( (include name / address / phone / contractors' license number): 7 - 7 f>~ 5.1 WiH provide some of the work, but I have contracted (hired) the foxing pp/rsars to provids the work indicated (Include name / address / phone / type of vrork): 7W^ ^eTpROPERTY OWNER SIGl •AGENT DATE /'^7-/V K. Is the applicant or future building occupanl tequired to submit a business plan, acutely hazardous materiais leglstration forni or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? • Yes O No is the appiicant or future buiiding occupant required to obtain a pemiit from the air pollution control distiict or air quaiity management district? • Yes • No Is the facility to be constmcted within 1,000 feet of the outer boundaty of a school site? • Yes • No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE W OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES ANO THE AIR POLLUTION CONTROL DISTRICT. ^ I hereby affirm that there is a construction lending agency for the petfotmance of the worl< this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address I cetdlythatl have lead the applicatton and state Ihat the above Infbnnatton is collect and thatthe I hereby aulhotize representative of the City of Cailsbad to enlsr uponlhe above mentkmed property fbr inspeclion puiposes. I ALSO AGREE TO SAVE, INDEMNIFY AMD KEEP HAimESS THE CITY OF CAf^SBAD AGAINST ALL LIABILITIES, JUDGf\<EffTS, COSTS AND EXPENSES WHICH f*\Y IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERfl^IT. OSHA: An OSHA pennft Is requited for excavations over S'O' deep and detnoiitkxi or constnictkin of stmctures over 3 stories in heighL EXPIRATK3N: Eveiy penult issued by the Buikling Oflk^l under Vie provisions of Ihls Code shal expire by limitation and become nuliandvoidifthebulkjingor wotk authorized by such pennit is not commenced within 180 days from the date of such permit or if fce buikling or mk authorized by such pmjit Is suspended or abandoned at any time after lhe wotk is commenced fbr a period of 180 days (Sectfon 106.4.4 Unifbmi Buikling Code). >eS" APPUCANT'S SIGNATURE'''' ^Fy^y Jy"^*^ DATE Inspection List Permit*: CB132786 Type: RESDNTL SFD Date Inspection Item Inspector Act 02/18/2015 19 Final Structural - Rl 02/18/2015 89 Final Combo PY AP 02/17/2015 19 Final Structural - Rl 02/17/2015 89 Final Combo PY CO 01/12/2015 39 Final Electrical PY PA 12/22/2014 18 Exterior Lath/Drywall PY AP 11/12/2014 17 Interior Lath/Drywall SP AP 11/12/2014 18 Exterior Lath/Drywall SP AP 10/22/2014 13 Shear Panels/HD's PY AP 10/22/2014 23 Gas/Test/Repairs PY AP 10/22/2014 84 Rough Combo PY AP 10/16/2014 15 Roof/Reroof PY AP 10/06/2014 11 Ftg/Foundation/Piers PY PA 08/19/2014 15 Roof/Reroof PY AP 07/15/2014 66 Grout PY AP 07/09/2014 11 Ftg/Foundation/Piers PY PA 07/08/2014 11 Ftg/Foundation/Piers PY AP 06/05/2014 11 Ftg/Foundation/Piers PY AP 04/17/2014 66 Grout PY AP 04/10/2014 11 Ftg/Foundation/Piers PY PA 04/09/2014 11 Ftg/Foundation/Piers PY PA 04/08/2014 11 Ftg/Foundation/Piers PY PA 04/02/2014 21 Underground/Under Floor PY AP HOLLERAN: DEIVIO 940 SF HOME & 392 SF GARAGE//BUILD 2,244 SF LIV/492 Comments AM PLS Tfiursday, February 19, 2015 Page 1 of 1 Carlsbad 13-2786 REV 4/17/14 SPECIAL INSPECTION Devefooment Services, 1635 Fdraday Awrlue ^ CITV OF AGREEMENT Devefooment Services, 1635 Fdraday Awrlue CARLSBAD B-4S 7fiO «t? 27t» iwww carf>jba<ka.g^ In acc«f43nc« wtth cnaptw tT at th* Cs)irom« BuiKiing COM ttw fottawtiHl must IM compivtM wh«n w»rh bwng pvtorm^t rMtuines B^MCIal ins^ction. structural obMrvslion and construction matenal Iwtiivg, •Fee. V\- CM Project Address: A. TMIS SECTION MUST Bf COMPLETED BY THg PROPiRTY 0W*«RfAUTHORIZ6D AGENT Plrt^asc chec* if yiyj arp Q«nB--8u^cte- J Iff ton oneckess ae o'wner-ot ye^' you ivjst a^so ooirpiew Seclior S of lhe sf-eeTer? i Ma - ng Addrees.; I mail. Ux^Auv^ 6o>c.r-e4- . I -' ^'Dnne I am JPrcpciy O^-ic!' •'y Owrc's Age^fi yf Reocxd JAruhitpct of Rtwd JEr"gsiwr of Record Sta?6 of Cglifornia RegiEsratior KurrDer. £xpra;icT Oate A6REEA^4T ', tie understgr'cd devlare uride^ pcrally o\ r^ir/yy under tlic laws yf ;lte Slate of Ca?^'crr->!> I'isl I t'^vf teao understand, acknw*dge anc protmse to cc'^py with C?v of Ca'slMd reqjirementa la special tn6^»ainns, Kaxrural observasiofis. cahstruKloT fasenass testing gnc off-sie fabricaton oc' buding ccnponents as prescnbed a the sta'-emert o* £SK^:i3• lr"«pecl<?TV'<^*''^JJP*"«'' aCiPOvedpiris uro as woj^r^ii fci>' !he Cnlifarnis Builr>'ig Ctux Sigr^ature 3ate B. CONTRACTOR'S STATEMENT OF neS)»ONSIS1LITY 10~ CEC. Ch *7, Sedon 'TC'ei THsscd<,ri "test i-Oiriy©lcd 'he Kxtractor / ouilder / cwner-sullder Co-ilrador's Corripar'v Narne V^^^ ' -^^t^ t^^?\<=j-^|S^\(l F«««ecrreck'IKH. »•» Cn«tie<-M«ei n Md-' ng Address Email ^^-^^Ovx « **NcXW. Lov^ J^ne State af Calirnrnia Coir'aotors . oeree h.j^o!if C::f\^^^~f^ i xptratmn i;a:e •~'— • aoknawiifrdge anc, 3.*^ aware, of ajMWial recs- re^nta do^air^ed ir tie statef'ie^ mt spe-c-al i^pecrons rwtec} or the approved plans. • ackna-ivedge U-st ccil'o •.viii w wc'Cised Ic tif^taiii wT'o'-''a'r;c w>'t: cor-sl'.i!;riun docurrwnis appicved by ttie tXidng olt&al. • will rarvie ir-olaEe peiocedures for exie^cising so^cro- witnn o j (:he contraSor si organizat'on. for the mett-od and fiec^itTcy teporting aria t'e ri.ist'ibot un 1*K ri^iiorls nrxi • cert.ty that I wt.i have a qjairt^d perfwi wihiin our ith* contTarsors) orgam^ation to eKercjse !*i*;r sorrt'oi • f wtfg onivifdeB final reooft/tetter in cormriiaryce with CBC Section 1704.1.2 ptior to naueatina ffwrt Sigrature Date ''ago 1 of 1 Vooci ^ P\(i4y.. ••-:/^y£f:-f% Vinje & Middleton Engineering, inc. Phone: 760-743-1214 2450 Auto Park Way Fax: 760-739-0343 Escondido, CA 92029-1229 Email: vinje.middleton@sbcglobal.net SPECIAL INSPECTION REPORT DSA FILE #_ DSA APPL #_ DSA / LEA # . Spedal Inspection Reports must be distributed to the parties listed below within 14 days of the inspedion. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of spedal inspection, on a daily basis. Each report shall lie completed and signed by the spedal lns|jector conduding the Inspection. ProiectName: /Vii t> ^iftll BU I If hf ^fify/ Date-.AOffA' Client Project #: /Of 'Rrtf^ 'hy^ iA-'!.3<^ f Time Arrived iJJjjXlfM /Tl Project Location: PVi^^ 'S\i • fjx\4r)/1.^ Contractor: ^fe^fT^ f^bi^HTf /{K^f Q Time Arrived: Time Departed:iij^5^''^ Travel Time: Type of Inspection • Engineered Fill • Foundation • Batch Plant ^ Masonry • Prestressed Concrete • High Strength Bolting • Shotcrete • Welding • Fireproofing • • DSA Approved Documents: Work Inspected!. ]/^o^fifh- '^\--r^\(^l hd^^ r^C/yj^ ll^''(?fr pf/ {j)drl^ C/Hhmi.e^^ OdM^y ^f? y^M'?^fii.\i * f^a^i;^^ fVp f l)ih^---i]^,\Oaf o^^^ k^'^'p fhiii^ W^H^'^rS. hk^^^^^^ ir cmmi/' 0 '. ! [ Use Additional V Use Additional I Sheets If Needed The Work • WAS • WAS NOT INSPECTED IN ACCORDANCE WTTH THE RHJUIREMENTS OF THE DSA APPROVED DOCUMENTS Material Sampling • WAS • WAS I^IOT • N/A PERFORMED IN ACCORDANCE WITH DSA APPROVED DOCUMENTS The Work Inspected ^ MET • DID NOT MEET THE REQUH^EMENTS OFTHE JHBTAPPROVED DOCUMENTS cc: Project Architect Structural Engineer Project Inspector DSA Regional Office School District Signature of SpeciaJTnspector IK >, 1 Print Name / Title CERTIFICATION tffrf^ 9fH\^^ White - V&M Yellow - Contractor lDSA-250 Template (02/06)1 Pink - Building Official Virtje & Middleton Engineering, Inc. Phone: 760-743-1214 2450 Auto Park Way Fax: 760-739-0343 Escondido, CA 92029-1229 Email: vinje.middleton@sbcglobal.net DSA FILE #_ DSA APPL #_ DSA / LEA # . SPECIAL INSPECTION REPORT Spedal Inspection Reports must be distributed to the parties listed below within 14 days of the inspedion. Reports of non-compliant conditions must be distributed Immediately. Separate reports shall be prepared for each type of spedal Inspection, on a daily basis. Each report shall be •^completed and signed by the sjjedal inspector conducting the Inspection. ProiectName: /i/^f,^lo>/iv^ 'iv'^v/yt ./ A-i '^•^hiy /'^ Cl^'^'^'y^ P^te: ••4- ^ 4- CHent Protect*: /':)/-/*f Rr'.f- f yJ^I^"'!^ - Project Locatio^n: (?f^3 ^M'J^^dO 'Ol ; QMl^hl^b Contractor: ^^^''T/ MQ ^rt^f^ Bldg Pennit #: _ Time Arrived: Jll Time Departed:i Travel Time ..,y Type of Inspection • Batch Plant Masonry • Engineered Fill • Prestressed Concrete • High Strength Bolting • Foundation • Shotcrete • Welding • Fireproofing • • B6A Appiswed DumiiieiiU; f\<-<-AV^O :-./ cfy 0? r.'^P:'d^ M^^i^i^'' CMU :MjlL Work Inspected: ^ 1 \^k/cJ^ -ry^ ^rrl^^, (y.\</f h\: typy.^ yf^^ nff/f owppfniOi \frr^yz>\ K-i-r^ ; U/ fffoihwf'i frrh/T fpAiiy,.': O^fyMil okcj^i^M^- ^ir)ry/.0\i/^ .p'^^ .y^y./i{^,^',>^-y//^, Y'yf^k>'^-'0^vMf\, [pr^ ftfjfr f:^fi{{cfit) 00 Oyff4tiiuc ,4^f^>^ry ^''^p^^jir^, pt.ir ty^M-dkMbf Use Additional Sfieets if Needed The Work • WAS • WAS NOT INSPECTED IN ACCORDANCE WTTH THE REQUIREMENTS OFTHE DSA APPROVED DOCUMENTS Material Sampling • WAS • WAS NOT • N/A PERFORMED IN ACCORDANCE WITH DSA APPROVED DOCUMENTS cc: Project Architect Structural Engineer Project Inspector DSA Regional Office School District The Work Inspected ^MET • DID NOT MEET THE REQUIREMENTS OF THE VlSH APPROVED DOCUMENTS Signature of Special Inspector Print Name / Title , CERTIFICATION #£ai;S2/Z5li_ White - V&M Yellow - Contractor lDSA-250 Template (02/06^ Pink - Building Official (3 - 27S^il Vinje & Middleton Engineering, Inc. Phone: 760-743-1214 2450 Auto Park Way Fax: 760-739-0343 Escondido, CA 92029-1229 Email: vinje.middleton@sbcgiobal.net SPECIAL INSPECTION REPORT DSA FILE #_ DSA APPL #_ DSA / LEA # . Special Inspection Reports must be distributed to the parties Iisted below within 14 days of the inspedion. Reports of non-compliant conditions must be distributed immediately. Separate reports shall be prepared for each type of spedal Inspection, on a dally basis. Each report shall be completed and signed by the spedal inspedor conduding the Inspection. Project Name: M'mh J.U fArf.f Client Project #: 'Of Date: dpi-, • y 'f rd- : fv i.'/' i -ry y ^ '^rf :fi -f ! j,4{)Time Ari^ived: Project Location: 0'7<j^ f^'i^; 0^..fk>y j 0x/i4ylfi. ifOOjime Deoarted/^V-.f • Contractor: Mir>y}v?/-4 Ty4'^/f^n/^ Bldg Pennit #: - --^vcl Timai Type of Inspection • Engineered Fill ^ Foundation • Batch Plant • Prestressed Concrete • Shotcrete V • Masonry • High Strength Bolting • Welding • Fireprpofing • DSA Approved Documents: Work Inspected: .y • y<^y ! -m- fop V /f./,^- ^z''t fai^~- ^kp^H-yftrotw4 ^i^f O r^fy }Hy/4 -ri-f y' r/ ^ Use Additional Sheets If Needed The Work • WAS • WAS NOT INSPECTED IN ACCORDANCE WITH THE FIEQUIREMENTS OF THE DSA APPROVED DOCUMENTS Material Sampling • WAS • WAS NOT • N/A PERFORMED IN ACCORDANCE WITH DSA APPROVED DOCUMENTS cc: Project Architect Structural Engineer Project Inspector " DSA Regional Office School District The Work Insfpected ^ MET • DID NOT MEET THE REQUIREMENTS C^FTHE DSA APPRCJI^ED DOCUMENTS 'Signature of Special Injector y ly £••• 'Tip'' \ Print Name / Title CERnnCATION # OQf^ -Qifh • Or White - V&M Yellow - Contractor / lDSA-250 Template (02/06)1 Pink - Building Official EsGil Corporation In (partnersfiip witti government for iBuiCding Safety DATE: 1121 lA^ • APPLICANT a JURIS. JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLANCHECKNO.: 13-2786 SET: II PROJECT ADDRESS: 2793 ELMWOOD STREET PROJECT NAME: SFR FOR HOLLERAN I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: 1X1 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 #: IVlail Telephone Fax In Person XI REMARKS: The red-bubbled changes on sheetA-1, A-6, and S-2 need to be made on the City sets in order to make complete approved sets. By: Tamara Fischer for AS Enclosures: EsGil Corporation • GA • EJ • MB • PC 12/24/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnersfiip witfi government for (BuiCding Safety DATE: NOV. 18, 2013 QyAPPLICANT ja JURIS. JURISDICTION: CARLSBAD • PLAN REVIEWER • FILE PLANCHECKNO.: 13-2786 SET: I PROJECT ADDRESS: 2793 ELMWOOD STREET PROJECT NAME: SFR FOR HOLLERAN 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. Xl 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: LARRY LIPKIN 13607 POWERS ROAD, POWAY, CA 92064 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: LARRY Telephone #: 858-774-1957 Date contacted: (by:^j6!^) Email: llipkin(S).cox.net Fax #: wi^Mail Telephone Fax In Person • REMARKS: By: ALI SADRE, S.E. Enclosures: EsGil Corporation • GA • EJ • MB • PC 11/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLANCHECKNO.: 13-2786 PROJECT ADDRESS: 2793 ELMWOOD STREET LIVING = 1,847; GARAGE = 505; CARPORT = 380; DECK = 688; STORY = ONE; HEIGHT = 20'; CONSTRUCTION = V-B; OCCUPANCY = R3/U DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 11/13 NOV. 18, 2013 REVIEWED BY: ALI SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. 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. The approval of the plans does not permit the violation of any state, county or city law. 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. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 3. 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 on the plans. Have changes been made not resulting from this list? • Yes • No 4. An automatic residential fire sprinkler system shall be installed in single-family dwellings. Please clearly note this on the plans. Section R313.2. Revise the note on Sheet C-1 stating Sprinklers = No; see project data. 5. Please add the sprinklers to the list of deferred items on cover sheet of plans. 6. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10'. Section R401.3. 7. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. 8. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. 9. The following locations shall require the use pressure-preservative treated wood (Section R317.1): a) Wood joists or the bottom of a wood structural floor when closer than 18" (or wood girders when closer than 12") to exposed ground. Show this for floor girders, as per S-2 on plans. 10. 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." 11. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 12. Specify on plans: New water closets shall use no more than 1.28 gallons of water per flush. Revise the 1.6 gal/flush as noted on Sheet E-1, Note #7. CPC Section 402.0. 13. An instantaneous water heater is shown on the plans, please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. . CITY POLICY ITEMS 14. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 15. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 16. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means. (City Policy). • GREEN BUILDING STANDARDS 17. The California Building Standards Commission (BSC) has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. The Green Building Standards apply only to newly constructed buildings throughout California. CGC 101.3. 18. Note on the site plan that the site shall be planned and developed to keep surface water away from buildings. Plans shall be provided and approved by the City Engineer that show site grading and provide for storm water retention and drainage during construction. BMP's that are currently enforced by the city engineer must be implemented prior to initial inspection by the building department. CGC 4.106.3. 19. Note on plans that a min of 50% of construction waste is to be recycled. CGC 4.408.1. 20. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC 4.410.1. 21. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 4.504.1. 22. Note on the plans that VOCs must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC 4.504.2. 23. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one ofthe methods listed in CGC Section 4.505.3. 24. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. 25. Note on the plans that if provided, whole house exhaust fans shall have insulated covers or louvers which close when the fan is off. The covers or louvers shall have minimum R4.2 insulation. CGC 5.507.1. 26. Note on the plans that heating and AC shall be sized and selected by ACCA Manual J or ASHRAE handbook or equivalent. The duct sizing shall be sized in accordance with one of the ACCA methods listed in CGC Section 4.507.2. 27. Note on the plans that prior to final approval of the building the licensed contractor, architect or engineer in responsible charge of the overall construction must complete and sign the Green Building Standards Certification form and given to the building department official to be filed with the approved plans. 28. Provide calculations prepared by a licensed engineer that will show water consumption reduction of 20% below the baseline water consumption listed in Table 4.303.1. In lieu of providing the calculations, imprint on the plans the attached Table 4.303.2 listing fixtures that meet the 20% reduction. CGC 4.303.1. TABLE 4.303.2 FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE AT > 20 % REDUCTION Showerheads 2 gpm @ 80 psi Lavatory faucets, residential 1.5 gpm @ 60 psi^ Kitchen faucets 1.8 gpm @ 60 psi Water closets 1.28 gallons/flush' 1. Includes single and dual flush water closets with an effective flush of 1.28 gallons or less. Single flush toilets—The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flush volume when tested in accordance with ASME Al 12.19.233.2. Dual flush toilets—The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is defmed as the composite, average flush volume of two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME Al 12.19.2 and ASME A112.19.14. 2. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. 29. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed the 20% reduced limit, or the shower shall be designed so that only one head is on at a time. CGC 4.303.2. 30. Note on the plans that landscape Irrigation water use shall have weather based controllers. CGC 4.304.1. • MISCELLANEOUS 31. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation. Thank you. [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLANCHECKNO.: 13-2786 PREPARED BY: ALI SADRE, S.E. DATE: NOV. 18, 2013 BUILDING ADDRESS: 2793 ELMWOOD STREET BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B/SPR. BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 1847 GARAGE 505 DECK 688 CARPORT 380 Air Conditioning Fire Sprinklers TOTAL VALUE 239,665 Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance $1,244.42 f Plan Checl< Fee by Ordinance Type of Review: 0 Complete Review • Repetitive Fee j Repeats • Other j-j Hourly EsGil Fee $808.87 • Structural Only Hr. @ * $696.88 Comments: Sheet 1 of 1 macvalue.doc + ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE:01/06/13 PROJECT NAME: HOLLERAN RESIDENCE PLANCHECKNO: 2 VALUATIO^$234,665 This plan Division. SET#: 1 ADDRESS: 2793 ELMWOOD PROJECT ID: CB13 2786 APN: 156-231-67 By: I iew is complete and has been APPROVED by the ENGINEERING A Final Inspection by the Division is required Yes / No 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: LLIPKIN@COX.NET You may a/so have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a buiiding permit. Resubmitted pians shouid include corrections from ali divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marl<ed: PLANNING 760-602-4610 ENGiNEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chrls.Sexton@carlsbadca.fiov / Kathleen Lawrence ^ 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Gi'fjg Rvan Gregorv.Rvan@carlsbadca.fiov Gina.Rulz@carlsbadca.fiov Linda.Ontiveros@carlsbadca.fiov Cvnthia.Wong@carlsbadca.fiov Dominic. Fierl@carlsbadca.fiov Remarks: Set# i STOP! Please Read Any oulstandincj is.siies will he marked with X • Make the neces.<iary corrections for compliance with applicable codes and standards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineerincj division. Items thai conform to permit requirements are marked with / 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: / / / / / / North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service 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 ofexisting or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number / Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Section final map Reference No(s): 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 Carlsbad, cost $605.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS In lieu of installifrg improvement^fa Neighborhood Improvement Agmt will be required. ********************* /EE PAGE 10 FOR 'COMMENTS ********************** ./ at * II 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. \yf^Pub\\c improvements required as follows: Curb, gutter, sidewall<, underground utilities. bnstruction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 444-f)0-so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Processing fee $157.00. Future public improvements required as follows: CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES E-36 Page 3 of 5 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. NO GRADING PERMIT RAISED FOUNDATION CY'S UNDER 100 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 rough grading 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 marl<ed-up submittal checl^list for project- specific requirements. 6. MISCELLANEOUS PERMITS NOTE ONLY: ANY WORK IN CITY ROW REQUIRES A ROW PERMIT / RIGHT-OF-WAY PERMIT is required to do worl< 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 TIER 1 7. STORM WATER Construction Compliance / Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. / Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW i3-364 ) 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://vwwv.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf / Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 Set# 1 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? FYI 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. FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 8. FEES Required fees have been entered in building permit. / Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. Additional Comments The incorrect map number is still listed under description. 2. Plea^e-provide copy of grant deed for legal description and ownership. (Wtlat \uas provided was the grant deed for the street dedication and the legal desqjptjoTris for the easement only.) Attachments: E-36 Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Application/Info. Reference Documents REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by:oi/06/i3 Date: 01/06/13 GEO DATA: LFMZ: / B&T: Address: 2793 ELMWOOD Bldg, Permit #: CB13-2786 Fees Update by: KML Date: 01/06/13 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: NEW SFD Sq,Ft./Units 2855 EDU's 0 Types of Use; Sq.Ft./Units EDU's CREDIT FOR Types of Use: Sq.Ft./Units EDU's EXISTING Types of Use: Sq.Ft./Units EDU's ADT CALCULATIONS: List types and square footages for all uses. Types of Use: NEW SFD Sq.Ft./Units 2855 ADT's 0 Types of Use: Sq.FL/Units ADTs Types of Use: Sq.Ft./Units ADTs Types of Use: Sq.Ft./Units ADT's FEES REQUIRED: Within CFD: YES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SEQUADARANT SW QUADRANT ADT'S/UNITS: X FEE/ADT: =$ N/A • 2.TRAFFIG IMPACT FEE: • ADTS/UNITJ X FEE/ADT: =$ N/A • 3. BRIDGE & THOROUGHFARE FEE: DIST #1 DIST,#2 :DIST.#3 ADTS/UNITS: < FEE/ADT: =$ N/A • 4. FACILITIES MANAGEMENT FEE ZONE: 1 • ADTS/UNITS: X FEE/SQ.FT./UNIT: =$ N/A • 5. SEWER FEE • EDU's X FEE/EDU: =$ N/A • BENEFIT AREA: EDU's X FEE/EDU: =$ N/A • 6. DRAINAGE FEES PLDA: HIGH MED UM / LOW ACRES: .34 X FEE/AC: 5801 =$ 1972.34 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 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 neart>y receiving waters by way of storm water runoff or non-stomi water discharge(s). My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) «^ My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional foilcMAng criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I 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 CAFU.SBAD. OWrfcR(S)/OWNER'S A'GENT NAME (PRINT) -eWNER(S)/OWlv|eB»?rGElvrrNAME (SIGNATURE) DATE 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 AGGFfEGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PEFUMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: 2793 Elmwood Street Assessor's Parcel Number: 156-231-67 Project ID:. Constmction Pemiit No.: Estimated Construction Start Date Project Duration ^ Months Emergency Contact: Name: ^bU^AV^*^ rjrxAsou^^ 24 hour Phone: ^^HXi Qji^fe Perceivejt Threat to Storm Water Quality Medium Q Low If medium box. is checked, must attach a site plan sheet showing proposed wori< area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STAJ^AipjlfeR 1 SWPPP Aooroved Bv: l\ VV Date: 1 >/ 3fi 1 ^>w'- f E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment 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 Storni Drain Inlet Protection stabilized Constmction Ingress/Egress stabilized Constmction Roadway Water Conservation Practices Paving and Grinding Ooeratlons Potable Water/Irrigation Vehicle and Equipment Cleanina Material Delivery and Material Use Stockpile Management Spill Prevention and Control 10 c 51 > c o « OT Hazardous Waste Mananamnnt Concrete Waste Manannmnnt 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 >< X X X ' Trenching/Excavatron Stockpiling X Drilling/Boring Concrete/Asphalt Saw cutting >^ Concrete flatwori< ">< X • Paving X ' Conduit/Pipe Installation r —" X ' Stucco/Mortar Work X '. Waste Disposal >< ' Staging/Lay Down Area X X >< X Equipment Maintenance and Fueling Hazardous Substance Use/Storage Dewatering '. Site Access Across Dirt :x Other (list): Tracking Control BMPs Non-Storm Water Management BMPs Waste Manageinent and Materials Pollution Control BMPs Instmctions: Begin by reviewing the list of constmction activKies and checking the box to the left of any activity that will occur during the proposed constmction. 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 ofthe added activity description. For each activity descmbed, pick one or more best management practices (BMPs) from the list located along the top of the fbmi. Then place an X in the box at the place where the activity row intersects with the BMP column. Oo this for each activity that was checked off and for each of the selected BMPs selected from the list. For Examf^e - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list fbr something that applies such as "Stat>ilized Constmction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Constmction 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 vMtti a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastk:" in the blank column under the heading Erosion Control BMF^. Then place an X in the box where the "StockfMling" 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 Califomia Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a projecL E-29 Page 2 of 3 REV 4/30/10 r CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 wvm.carlsbadca.gov am applying to the City of Carlsbad for tiie following type(s) of construction permit: '"^<^uilding Pennit • 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: -jf 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 nreat Assessment Critei^ • My project qualifle?^N0 THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "pelnreat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier I o-'eit^v^ect does not meet any of the High, Moderate or Low Threat criteria described below. Tierl - l^^lireat Assessment Criteria «y 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 disturi)ance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 '/Moderate Threat Assessment Criteria % 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 pursuant to the Carisbad Grading Ordinance (Chapter 15.16 of the 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 ofthe additional following criteria: • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturised area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Disturiied area is located along or within 30 feet of a storni 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 - • a • Significant Tlireat Assessment Criteria My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more aaes 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 disturisance 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 ainoff or non-stonn water discharge(s). / certify to the best of my knowledge that the above checked statements are tue 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 actMdes 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 Citv Standards. The City Engineer may author2e 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 wananted. B-24 Project Address: Owner/Owner's Authorized Agent Name: Assessor Parcel No. Tide: ii-€y" M^^7if, Page 1 of 1 Rev.03/09 ' 4. ^ PLAN CHECK Community & Economic CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSIVIITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 12/12/13 PROJECT NAME: HOLLERAN RESIDENCE PLAN CHECK NO: 1 SET#: 1 ADDRESS: 2793 ELMWOOD VALUATION: $234,665 PROJECT ID: CB13 2786 APN: 156-231-67 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 NOTCOMPLETE. 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: LLIPKIN@COX.NET You may also have corrections from one or more of the divisions Usted below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted pians 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 7604:.CI2-4624 Chris.Sexton@carlsbadca.gov / Kathleen Lawrence ^ 760-602-2741 Kathleen.La wrence@carlsbadca.eov Greg Ryan 760^602-4©63 Gregory.Ryan@carlsbadca.fiov i Glna.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.fiov Cindy Wong 760-'602^4662 Cvnthia.Wong@carlsbadca.fiov D'OiTiinic Fieri 760-602-4664 Dominic.Fierl@carlsbadca.gov Remarks: Set# i STOP! Please Read Any outstanding issues will he marked with X • Make the nece.s.sary 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 plan drawn to scale. Show: / / / • / / North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service 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 ofexisting or proposed sewer and water service(s) that serves the project. Each unit requires a separate service: however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number / Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show all existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Section final map Reference No(s): 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 Carlsbad, cost $605.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS In lieu of installing improvements, a Neighborhood Improvement Agmt will be required. X X All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuantto Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Curb, gutter, sidewalk, underground utilities. X 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 $ •44^-!flQ-so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Processing fee $157.00. Future public improvements required as follows: CURB, GUTTER, SIDEWALK UNDERGROUND UTILITIES E-36 Page 3 of 6 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. NO GRADING PERMIT RAISED FOUNDATION CY'S UNDER 100 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 priorto 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 forthe building permit. / No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS NOTE ONLY: ANY WORK IN CITY ROW REQUIRES A ROW PERMIT / 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 TIER ICR TIER 2? X / Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://wvw.carlsbadca.qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf / Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 Set# 1 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? FYI FYI Where a residential unit is required to have an automatic 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 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. Per the Project Threat Assessment submitted, the Tier 2 was checked, however, the Tier 1 Storm Water form was signed and completed. 2. If the project is a Tier 2, the applicable Tier 2 forms need to be submitted. 3. The weep decking does not need to be included in the impervious calculations. (If the impervious area is under 2500 sf, the Tier 1 Storm Water form can be used. Since it's a raised foundation, will there be less disturbed area under footprint.) 4. The incorrect map number is listed under description. Attachments: E-36 Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Application/Info. Reference Documents ea REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 12/12/13 Date: 12/12/13 GEO DATA: LFMZ: / B&T: Address: 2793 ELMWOOD Bldg. Permit #: CB13-2786 Fees Update by: KML Date: 12/12/13 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: NEW SFD Sq.Ft./Units 2855 EDU's: 0 Types of Use: Sq.Ft./Units EDU's: CREDIT FOR Types of Use: Sq.Ft./Units EDU's: EXISTING Types of Use: Sq,Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: NEW SFD Sq.Ft./Units 2855 ADT's: 0 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 NE QUADRANT SEQUADARANT SW QUADRANT ADT'S/UNITS: X FEE/ADT: =$ N/A • 2.TRAFFIC IMPACT FEE: • ADT'S/UNITS X FEE/ADT: =$ N/A • 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 DIST.#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 X FEE/EDU: =$ N/A • BENEFIT AREA: EDU's X FEE/EDU: =$ N/A • 6. DRAINAGE FEES: PLDA: HIGH MED UM / LOW ACRES: .34 X FEE/AC: 5801 =$ 1972.34 / 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL PLANNING DIVISION Development Services Planning Division BUILDING PLAN CHECK Development Services Planning Division ^ CITY Of APPROVAL 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.carisbadca.eov DATE: 12/23/13 PROJECT NAME: DEMO & NEW SFR PROJECT ID: PLAN CHECK NO: CB132786 SET#: ADDRESS: 2793 ELMWOOD ST 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 ^ No Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a buiiding permit. Resubmitted plans should 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 APPROVAL has been sent to: LLIPKIN@COX.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 Chrls.Sexton@carlsbadca.fiov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.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.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthla.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dommic.Fieri@carlsbadca.gov Remarks: REVIEW #: Plan Check No. CBI 32786 Address 2793 ELMWOOD ST Date 12/23/13 Review # 2 Planner GINA RU IZ Phone (760) 602- 4675 Type of Project & Use: DEMO & NEW SFR 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: ) 2 3 Legend: ^ Item Complete • Item Incomplete - Needs your action • • Environmental Review Required: YES • NO |EI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • Discretionary Action Required: YES • NO [El 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 CA Coastal Commission Authority? YES Q 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 IEI 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 D NO I3 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • Housing Tracking Form (form P-20) completed: YES • NOD N/A^ P-28 Page 2 of 4 07/11 Site Plan: K • • City Council Policy 44 - Neighborhood Architectural Design Guidelines ^•D 1. Applicability: YES • NO ^ ^ • n 2. Project complies: YES • NOQ Zoning: IE • • 1. Setbacks: Front: Required 20; Shown 20' (WITH 2' DECK OVERHANG OK PER 21.46.120) Interior Side: Required 8J1 Shown 11.9' Street Side: Required 10' Shown 10' (WITH 2' DECK OVERHANG OK PER 21.46.120) Rear: Required IZl Shown 331 Top of slope: Required N/A Shown N/A • • 2. Accessory structure setbacks: CARPORT (TOTAL AREA 380 SQ. FT. - EAVES NOT INCLUDING AS THEY ARE LESS THAN 30" - OK PER DEFINITION 21.04.061) Front: Required 201 Shown 20'+ Interior Side: Required 51 Shown 52' Street Side: Required 101 Shown 11' Rear: Required 51 Shown 5' (WITH 1' OVERHANG OK PER 21.46.120) Structure separation: Required IQl Shown 10.1' IE • • 3. Lot Coverage: Required 40% MAX. Shown 28.7% • IE • 4. Height: HOUSE Required 30' MAX (5:12 PITCH STATED) Shown 25' ROOF DECK Required 24' MAX (FLAT) Shown 1£ CARPORT Required 14' (4:12 PITCH STATED ON A-4) Shown 131 Sight Distance Corridor for Corner Lots: Required EVERYTHING WITHIN THE SIGHT DISTANCE CORRIDOR MUST BE LESS THAN 3.5' IN HEIGHT Shown Buildinq wall outside of sight distance corridor (eave ok) • IE • 5. Parking: Spaces Required 20'x20' FREE AND CLEAR Shown sink moved outside of 20'x20' free and clear space (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown • IE • Additional Commonto #1. PLEASE SHOW THE SIGHT DISTANCE CORRIDOR ON THE PLANS AND HOW ALL STRUCTURES WITHIN THIS AREA ARE UNDER 3.5' HIGH. THE SIGHT DISTANCE CORRIDOR IS A TRIANGLE MEASURED 15' FROM THE END OF THE RADIUS ALONG THE FRONT AND SIDE PROPERTY LINES. AN ATTACHMENT HAS BgEM PROVIDED FOR YOUR REFERENCE. #2. THE SINK IN THE GARAGE IS ENCROACHING p-28 Page 3 of 4 07/11 INTO THE REQUIRED 20'x20' FREE AND CLEAR SPACE. PLEASE RELOCATE OR REVISE THE SINK TO MEET THE PARKING REQUIREMENT. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GINA RUIZ DATE 12/23/13 p-28 Page 4 of 4 07/11 Holleran Residence 2793 Elmwood Street Carlsbad, CA 92008 Structutal Cakukdons -13147 Quails Engineenng Structural Engineeriag Services RECEIVED NOV 1 2 2013 CITYOF CARLSBAD BUILDING DIVISION Design Decisions 13067 Powers Road Poway, CA 92064 Phone: (858) 774-1957 Fax: (858) 748-6908 Quails Engineering Structural Engmeering Services Sheet I Pioject: HdOetan Resideace Eagineer. Brian Qualb Job#: 13147 DESIGN BASIS GOVERNING COOE: CONCRETE: REINFORCING STEEL: MASONRY: SAVm LUMBER: PARALLAMS/TJI/LVL 2010 CBC f c = 2500 PSI (MINIMUM) ASTMA615.Fy = 60KSI f m = 1500 PSI (MINIMUI^ DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2010 CBC. WEYERHAEUSER - ICC ESR 1387 (LVL/PSL/LSL MEMBERS) PROJECT SCOPE Project consists of a proposed approximate 2400 square foot single story single fjamify tesidoice with a rooftop deck and attached garage located at 2793 Elmwood Street Carisbad, CA 92008. The proposed residence is primarily constructed utilizing wood ficame construction with 2x metal plated roof trusses and a combination of raised wood floor ftaming and typical slab on grade with turned down footings. There has been a soils report provided for diis project by Vinje and Middleton dated 9-16-2013 therefore the foundation design will be based on recommendation per die project geotechnical engineer. QuaUs Engineefitig Sttuctunt Engmeering Services Project Engbeen Brian QuaHs Sheet Job#: Date: Phched Ro<^ DeadLoad(DL) Roofing 5.0 psf l/2"Ptywood 1.8 psf TtussFiaming 4.0 psf Instdatkm 0.5 psf 1/2" Gyp. Bd 2.2 psf MedL/Ekic. 0.5 psf Misc. t o osf DLS = 15.0 psf Walk: live Load ( LL) XDL + LL = Stud Watts EsteriotWaSs Interior Walls 20.0 psf (Redncibk) 35.0 psf Floor/pedc DeadLoad(DL) I^oorii^ 3/4" Plywood Framing Insulation 5/8"Gyp.Bd Medt/Ekc Misc. DL5:= 15.0 psf LiveLoad(IJL) LL^: 5:DL+IL = 4.0 psf 2.8 psf 2.0 psf 0.5 psf 3jOpsf 1.5 psf 1.2 psf 40.0 psf 55.0 psf 15.0 psf 7.0 psf AOowabk SoSa Beauikig Picssmc: ASBP =1,500 psf @ 12 indies bebw lowest adjacent finished gtad& Seismic: Site Class: 0 Ss= 1J293 St =0.487 Occupancy Category II Fa= 1.00 Fv=;i.51 SMS= 1.29 Sj« = 0.74 SDS = 0.86 SD,= 0.49 Response Rediuidao Ot ^xqxMtance Mod. Factor Factor, SQ^/ (R/I) Factor,! R tho (LRFD) 1.00 6.5 1.3 0.172 Cs Sns/(R/1) (ASD) 0.123 Wind Load: Baidc Wind Speed- Exposure: Importance Factor 85 mph C 1.00 MWFRS P = Lambda X Ka x IX PsM P= 13.7 psf Lambda = P«30- 1.29 IJO 10.6 Components & Cladding P = lambda xK^ x I xP^ P= 27.1 psf Pn«30= 21.0 Project - Loading QuaUs Engineering Sttuctntal Ei^lincctiag Services Project tklrt l^^*^ Engineec Brian Quails Sheet ^ Job#: iStl-f Date: r ill ix 4-7^ r^CtSft'- ^5 4^^"^^ i/4i<f ^foiit ifxfnP^^L AA>ti,tt nypnt X-- G't^t'-r QuaUs Engineering Sttuctacal Ei^gfaMctjng Services Project /'/«>^6g*MA/ EngbecE Brian Quails Sheet f Date: yk. 6 t-«-0 L^^ H 0 \A t^t^ mo* tS^f^cioU^ -LL FB- QuaUs Engineering Structural Engineering Services Project /foc^t^eiM/V Engbeec Brian Quails Sheet 9 Job* l^Ml Date: W» TdT4i^ Uit^\^ fNiHt> cmcK, C^i.,t> fir ffi Ht> OK ^if» Quails Engineering Structural Engineering Services Project Engineer: Brian Quails Sheet (P Job#: U/f7 Date: Mp >^ tfa^/fi le ' s y\r i(5 i^Y -'''-^it* :^>V5.^^ O'^' '^^o H*- t OCf <4 Quails Engineering sheet 1 Structural Engineering Services Project t^ilsAAAf Job#: ^^(^7 Engineer: Brian Quails Date: FOyNPATION PESIGN AlkwiiMg Sftiiff Bearing Cap^<a<y 2000 psf Foundation design b = 15 : d= -IS- Xise: 15 inch wide x 18 deep footing with 2#4 topand bottom Maxfineload w^ = bxASBP = 2500 plf Bifax point load P^-bx2dxASBP = 7500 lbs Sfuead footing design P^ = b^xASBP F2 = 2 foot square footingwith 3 #4each way @btm = 8000 Ibs F2-5= 2.5 foot square footing with 3 # 4 each way @ btm P^ = 12500 lbs F3 = 3 foot squacte footing with 4 # 4 eadh way @ btm ISOGOlbs F3.5= 3.5 foot square footing with4# 4 each way @btm P™, = 24500 lbs F4 = 4 foot square footing with 5 # 4 eadh way @ bim Pm«= 32000 lbs F5 = 5 foot square footing with 6 # 4 each way @ btm P^= 50000 lbs Foundtdkm Design Quail* Enginswing Structural Enginssring Ssrvleas www.qwritseng.com (7e0)«62-92S7 Title : HoUeian Job* : 13147 Description.... Typical 4 foot ratalnina wait Page: Dsgnr B. Quails Oate: 8 MOV 2013 This WaU in FUe: c:\usef3\ownertdfDpboxVqe\t>rian quaWs engine IMainPmlO (c) 1987-2012, BulidlO.12.0.28 UcwHW: KW4>605M1« License To: Quails Engineering Cantilevered Retaining Wall Design ^ode: csc 20io^ci 3i8-08^ci sao^ Criteria Retained Height * 4.67 ft Wall height above sou « 0.67 ft Slope Behind Wall « 5.00:1 Height of Soil over Toe • O.OOin Water height over heel » 0.0 ft J Soil Data Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Xt 42.0 psffft Passive Pressure Xt 385.0 psf/ft Sou Density. Heel as 128.00 pcf SoH Density, Toe SB 0.00 pcf FooUngllSoH Friction SE 0.400 SoH height to ignore fbr passive pressure 12.00 in Surcharge l-oade Surcharge Over Heel * 0.0 ptf Used To Resist Sliding & Overturning Surcharge Over Toe » 0.0 psf Used for Sliding & Overtuming I j~IJBteraKjO^ Axial Load Applied to stem b Axial Dead Load » 500.0 lbs Axial Live Load 700.0 KM A)dal Load Eccentricity « O.Oin Deeign Summary | Lateral Load " 0.0«/ft ...Height to Top « 0.00 ft ...Height to Bottom > 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load FootmgWidth * Eccentricity » Wall to Ftg CL Dist » Footing Type Base Above/Below Soil at Back of Watt * Poisson's fUrtio " 0.0 fbs 0.00 ft 0.00 in 0.00 ft Une Load 0.0 ft 0.300 Ji Wall Stability RaUoe Overturning Sliding Total Bearing Load ...lesuKantecc. 1.51 OK 1.54 OK 2,398 lbs 3.59 in Soil Pressure Q Toe • 1.917 psf OK SoH Pressure Q Heel " 215 psf OK Allowable > 2.000 psf SoH Pressure Less Than AHowabie ACI Factored ® Toe ACI Factored ® Heel Footing Shear Q Toe Footing Shear Q Heel AUowable 2,524 psf 283 psf 11.7 psi OK 1.0 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force « 816.8 Ibs iess 100% Passive Force » - 577.5 lbs less 100% Friction Force - 679.4 tos Added Force Req'd « 0.0 »>s OK ,...for 1.5:1 Stability = 0.0 Ibs OK Stem Conetructlon Design Height Above FtG ft= Wall Material Above » Thidcness = Rebar Size ' ftobar Spacing = Rebar Placed at = Design Data flj/FB + fa/Fa " Total Force Q Section ibs ' IMoment.. Actuai ft-#» MomenL...AHowat>ie = Shear.....Actual psi> Shear Allowable psi' Wan Weight RabarDepth'd' in> LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in' HOOK EMBED INTO FTG in ' Top Stem Stem OK 0.00 Masonry 8.00 » 5 16.00 Edge 0.449 458.0 712.9 1,812.8 7.3 38.7 78.0 5.25 30.00 7.00 Masonry Data Load Factors — Building Code Dead Load Uve Load Earth, H Wind.W Saismic, E CBC2010.ACI 1.200 1.600 1.600 1.600 1.300 fm psi = 1,500 Fs psi>= 20,000 Solid Grouting z Yes Use Half Stresses at n/a IModular Ratio 'n' = 21.48 Short Temi Factor ss 1.000 Equiv. SoKd Thick. in« 7.60 Masonry Block Type X MedHimW Masonry Design Method S ASD Concrete Data — — fc Fy 1.1 It II Quails Engineering Structural Engineering Services www.quallseng.com (760)6S2-92S7 Tde : HoUoran Job* : 13147 Description.... Typical 4 foot rstaliting wall Page: Dsgnr B.Quali8 Date: 8 NOV 2013 RetainPro 10 (C) 1M7-2012, BulM 10.12.9.2 UCMS«:KW460S0916 Ucense To: Quails Entf neering This WaU in F»e: c:\u8ersV)wnef\dropboxVqe\brian quails engine Cantilevered Retaining Wall Design )ode: CBC 2010.ACI 318-08,ACI sso-oa ^^ngDi^^^^^^^re^^s^ l-sii^^22i^^2i^22»i«aiiiiaiil Toe Width HeetWktth Total Footing Width Footing Thickness KeyWidth Key Depth Key Distanoe from Toe 1.26ft 1.00 2.25 18.00 in 12.00 in 6.00 in 1.25 ft fc s 2,500 psi Fy 60,000 psi Footing Concrete Density " 150.00 pd Iftn. As % " 0.0018 CovwQTop 2.00 @Btm.> 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Alow 1-Way Shear ToeR^nfofdng Heei Relnfbrcing KsyF^fordng 199 2,524 34 4 31 11.72 75.00 #4018.00 in #4® 18.00 in #4 @ 9.50 in 283 paf Sft-* 14ft-# 9 ft-* 0.97 psi 75.00 psi Ottwr Acceptable Sizes & Spadnga Toe: Not req'd, Mu<S*Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Summarj^^of^^ & Resisting Forces & Momenta Kent OVERTURNINO..... Force Distance Moment Ibs ft ft-* Hee) Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load » Added Lateral Load = Load @ Stem Above Soil * 816.8 2.08 1,698.1 Total 816.8 O.T.M. 1,698.1 Resist! rtg/Overtuming Ratio Vertteal Loads used for SoH Pressure « 1.61 2,398.4 bs Vertkal component of active pressure NOT used for soil pressure SoiiOverHeel » Stoped Soil Over Heel « Surcharge Over Heel • Adjacent Footing Load = Axial Dead Load on Sterna * Axial Live Load on Stem = SoH Over Toe • Surcharge Over Toe *• StemWeight(s) Earth Q Stem Transitkms^ Footing Weighl * Key Weight » Vert Component » Total- RESISTING..... Force Distance Moment Ibs ft ft-* 199.3 1.4 500.0 700.0 416.5 506.3 75.0 2.08 2.14 1.58 1.58 1.58 1.13 1.75 1.4 Ibs R.M.- 415.1 3.0 791.7 1,108.3 659.5 589.5 131.3 2,670.1 ' A)dat five toad NOT induded in total displayed, or used for overtuming resistance, but is included fbr soli pressure cakuMBon. DESIGNER NOTES: ViNTE & MIDDLETON ENGINEERING, INC. 2450 Auto Parle Way Escondido, California 92029-1229 Job #13-209-P Fax (760) 739-0343 December 17, 2013 Mr. Shanon Chilson Mirabella Design / Build 140 Woodward Avenue Escondido, California 92025 Geoteciinicai Foundation Pian Review, Proposed Residential Reconstruction 2793 Elmwood Street, Carlsbad, California (A.P.N. 156-231-67) We have received and reviewed project pertinent architectural and foundation plans and details for the proposed residential reconstruction at the referenced property. The reviewed plans were prepared by Design Decisions (architectural plans dated October 18, 2013, sheets Al, A2, A3, A5, A6, A7 & Cl) and Quails Engineering (structural plans - not dated, sheets SI, S2, SD1, DSS, & SD4). The project residential property was studied by this office with respect to surface and subsurface geotechnical conditions. Ourfindings, conclusions and recommendations were summarized in a written technical report entitled "Geotechnical Investigation, Proposed Residential Reconstruction, 2793 Elmwood Street, Carlsbad, California (A.P.N. 156-231- 67)," Job #13-209-P, report dated September 13, 2013. The purpose of this plan review effort was to confirm general compliance of the project foundation plans and details with the site indicated geotechnical conditions as outlined in the referenced geotechnical report, and provide additional or amended comments and recommendations consistent reviewed plans, as applicable. Project plans depict perimeter stem wall and interior pad foundations with raised wood floors. The garage floor will be slab-on-grade type construction and underfloor heights will vary corresponding to the natural ground terrain. Based on our review of drawings made available to us, and from a geotechnical engineering point of view, the project foundation plans and details are considered in substantial compliance with the referenced Geotechnical Investigation report (dated September 13, 2013) provided the following comments are also considered into the final designs and implemented during the construction phase, where appropriate and as applicable. 1. The referenced Geotechnical Investigation reportshould be considered a part ofthe project foundation plans. RECEIVED DEC 2 3 2013 CITY OF CARLSBAD BUILDING DIVISION t4 Mr. Shanon Chilson IVIirabell Design / Build December 17, 2013 Page 2 2. Raised-wood floor construction supported on extended/stepped perimeter stem wall and interior isolated pad foundations are acceptable for the support planned new building from a geotechnical engineering view point. The planned foundations and interior floor system will also minimize remedial grading efforts. 3. Extended/stepped stem wall and isolated pad foundations should penetrate the upper loose to soft topsoil and unifonnly embedded into the underlying approved dense and competent Terrace Deposits, as specified herein. 4. Extended/stepped stem wall footings should be a minimum of 15 inches wide and embedded at least 18 inches into the underlying competent Terrace Deposits, as approved in the field by the project geotechnical engineer / engineering geologist. Interior isolated pad footings should be at least 24 inches square and also embedded at least 18 inches into the underlying competent Terrace Deposits. 5. Based on our exploratory test trenches depths to competent Terrace Deposits atthe foundation excavations are expected to vary from 2 to 3 feet with total foundation trench excavations expected to range from 314 to 414 feet below existing ground surfaces. Steel reinforcements for the concrete footing and masonry block (CMU) stem wall portion of the foundation should be provided per structural design, as detailed on the project foundation plans. 6. Depths to approved competent Terrace Deposits will vary at the site and should be confirmed by geotechnical inspections at the time of foundation trench inspections, prior to the steel reinforcement placement. 7. Perimeter and continuous footings can only be constructed on level surfaces and should be stepped in sloping ground conditions (morethan 1 unit vertical in 10 units horizontal or 10%), as necessary. Top and bottom of stepped footings shall be level. Individual steps in continuous footings shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed 1 unit vertical to 2 units horizontal (50%) unless othenwise specified. The steps, and foundation reinforcement requirements shall be designed by the project structural consultant and detailed on the project structural drawings. The local effects due to the discontinuity ofthe steps shall also be considered in the design of foundations as appropriate and applicable. 8. Footings on granular soils shall be so located that the line drawn between the lower edge of the adjoining footings shall not have a slope steeper than 30 degrees with the horizontal, unless the material supporting the higher footing is braced or retained, or othenwise laterally supported in an approved manner, or a greater slope has been properiy established by engineering analysis (CBC 1809.6). VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auco Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Mr. Shanon Chilson IVIirabell Design / Build December 17, 2013 Page 3 9. Foundations located on descending slopes should be extended to a sufficient depth(s) to provide a minimum horizontal distance of 7 feet or one-third ofthe slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. Where slope is 1:1 or greater, the required set back shall be measured from an imaginary plane 45 degrees to the horizontal, projected from upward from the toe of slope (also see CBC 1808.7.2). 10. The perimeter CMU stem walls should be provided with adequate subdrainage system consisting of perforated pipe surrounded in %-inch crushed rocks and wrapped in filter fabric in accordance with the Plate 10 of the referenced report. Additional underfloor surface drainage consisting of area drain(s) installed at a crawl space low point(s) directing collected water outside via solid pipes may also be considered. Potential for water seeps and moisture may exist from the surrounding terrain and excessive post construction irrigation, and should be typically expected for these type of constructions. 11. Sensitive floor coverings which cannot tolerate minor movement may not be considered for raised wood floor type constructions. All underfloor areas should be provided with adequate cross ventilation based on applicable codes. 12. Conventional shallow stiffconcrete footings with slab-on-grade floor foundations are proposed forthe garage construction. All remedial grading, bearing and subgrade soil preparations, footing requirements, minimum steel reinforcement, slab thickness and reinforcement, slab sawcut control joints will remain the same for the garage potion of the building as specified in the referenced report. The garage slab may also be provided with clean sand and a well performing moisture barrier/vapor retardant placed mid-height in the sand underlayment as specified in the referenced report. 13. The final graded garage pad, improvements, and foundation trenching and constructions should be inspected, tested as necessary, and approved by the project geotechnical engineer. Geotechnical engineering grading / construction inspections and test results should be presented in written field and final as- graded/constructed geotechnical reports. All recommendations should be further field verified, confirmed, or revised if necessary, at that time, based on actual as-, graded soil properties. ViN)E &. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 •vt. Mr. Shanon Chilson Mirabell Design / Build December 17, 2013 Page 4 LIMITATIONS This geotechnical review is not a "Plan Check Review" and does not relieve the responsibility of the project design consultant(s) and contractor(s) to get completely familiarized with the requirements of the project soil report(s) and fully incorporate its recommendations into the project design, plans and construction works, where appropriate, and as applicable. Our review and comments are for general geotechnical conformance ofthe project plans with the intent ofthe project soil report and design recommendations. Review of structural and civil engineering calculations, architectural intent and structural and civil engineering design modeling and basis, verification of set back requirements, easements and right-of-ways, as well as code, city and county compliance are beyond geotechnical engineering sen/ices. It is the owner's or his (her) representatives' responsibility to provided copies of all pertinent soil report(s), updates, addendum letters and plan review letters to respective design consultant(s), and general contractor and his (her) subcontractor(s) for full compliance. If you have any questions or need clarification, please do not hesitate to contact the undersigned. Reference to our Job #13-209-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. Mehdi S. Shariat #2885 Distribution: Addressee (3, e-ma VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 ViNTE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, California 92029-1229 Phone (760) 743-1214 Fax (760) 739-0343 Job #13-209-P September 16,2013 Mr. Shanon Chilson Mirabella Design / Build 140 Woodward Avenue Escondido, California 92025 GEOTECHNICAL INVESTIGATION, PROPOSED RESIDENTIAL RECONSTRUCTION, 2793 ELMWOOD STREET, CARLSBAD, CALIFORNIA (A.P.N. 156-231-67) Pursuantto your request, Vinje & Middleton Engineering, Inc. has completed the attached Geotechnical Investigation Report forthe proposed residential reconstruction atthe above- referenced property. The following report summarizes the results of our field investigation, including sampling, laboratory testing and engineering analyses, and provides conclusions and recommendations for the proposed redevelopment as understood. From a geotechnical engineering standpoint, it is our opinion that the study property is suitable forthe planned residential redevelopment provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided in this study are consistent with the site geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have any questions or need clarification, please do not hesitate to contact this office. Reference to our Job #13-209-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. RECEIVED NOV 1 2 2013 CITY OF CARLSBAD BUILDING DIVISION Geotechnical Investigation Proposed Residential Reconstruction 2793 Elmwood Street Carlsbad, California (A.P.N. 156-231-67) September 16, 2013 Prepared For: Mr. Shanon Chilson Mirabella Design / Build 140 Woodward Avenue Escondido, California 92025 Prepared By: VINJE & MIDDLETON ENGiNEERING, INC. 2450 Auto Park Way Escondido, California 92029 Job #13-209-P TABLE OF CONTENTS PAGE NO. I. INTRODUCTION 1 II. SITE DESCRIPTION 1 III. PROPOSED DEVELOPMENT 2 IV. SITE INVESTIGATION 2 V. GEOTECHNICAL CONDITIONS 2 A. Earth Materials 2 B. Groundwater and Surface Drainage 3 C. Slope Stability 3 D. Faults/Seismicity 3 E. Seismic Ground Motion Values 5 F. Geologic Hazards 6 G. Field and Laboratory Tests and Test Results 6 VI. SITE CORROSION ASSESSMENT 9 VII. CONCLUSIONS 10 VIII. RECOMMENDATIONS 12 A. Remedial Grading and Earthworks 12 B. Footings and Slab-on-Grade Foundations 17 C. Soil Design Parameters 19 D. Exterior Concrete Slabs / Flatworks 20 E. Asphalt and PCC Pavement Design 21 F. General Recommendations 22 X. GEOTECHNICAL ENGINEER OF RECORD (GER) 24 XI. LIMITATIONS 25 PLATE NO. Vicinity Map 1 Geotechnical Map 2 Proposed Development 3 Test Pit Logs 4-6 Geologic Cross-Section 7 Fault-Epicenter Map 8 isolation Joints and Re-Entrant Corner Reinforcement 9 Retaining Wall Drain Detail 10 GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL RECONSTRUCTION 2793 ELMWOOD STREET, CARLSBAD, CALIFORNIA (A.P.N. 156-231-67) I. INTRODUCTION The property investigated herein consists of a developed residenfial lot located in the northern reaches of the city of Carlsbad. The site location is shown on a Vicinity Map attached to this report as Plate 1. The approximate site coordinates are 33.1686°N latitude and -117.3403°W longitudes. We understand that existing structures and improvements at the property will be demolished or removed to accommodate construction of a new single-family residential building with associated structures and improvements. Consequently, the purpose of this investigation was to determine soil and geotechnical conditions at the project property and to ascertain their infiuence upon the planned redevelopment. Test pit digging, soil sampling, and laboratory testing were among the activities conducted in conjunction with this effort which has resulted in the remedial grading and foundation recommendations presented herein. li. SITE DESCRIPTION The subject property is located on the southwest side of the three-way intersection of Elmwood Street, Buena Vista Way, and Las Flores Drive. A Geotechnical Map, reproduced from a Topographic Survey prepared by Chad Landsberry, is attached herein as Plate 2. As shown, the property presently supports an older residential structure and a detached garage. Westerly rear yard areas are generally mantled by dead grass and weeds or expose ground surfaces. Currently, a storage shed and cargo container are also present along the west property margin. Southern portions ofthe front yard area are landscaped and the north portion supports citrus and fir trees. Topographically, the property consists of a nearly level building pad to gentle westerly descending terrain. We were unable to access the interior of the residence, however, based on the configurafion of the dwelling, there may be a cellar or basement type room beneath portions the existing building. Site drainage is generally developed to fiow away from existing structures in a westerly direction of off-site property. Excessive scouring or erosion is not in evidence. VINJE 8e. MIDDLETON ENGINEERING, INC. * 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 2 2793 Elmwood Street. Carlsbad, California September 16,2013 in. PROPOSED DEVELOPMENT Existing structures and improvements will be removed from the site or demolished to allow for construction of a new residential building with new structures, and underground/paving improvements. A Proposed Development plan showing a single-story residence with a carport and a rear roof deck is included as Plate 3. Significant ground modifications or the creafions of large new graded embankments are not anticipated in connection with the planned reconstructions. However, minor cuts and fills on the order of 3 feet maximum may be expected for reestablishing a level building pad and achieving final design grades. A basement level, if present beneath the existing structure, is expected to be backfilled as part of the project remedial grading operations and building pad reconstruction. Detailed foundation and construction plans are not yet available. However, the use of a conventional wood-frame with exterior stucco building supported on shallow foundations with stem walls and slab-on-grade floors, or slab-on-ground with turned-down foofings is anticipated. IV. SITE INVESTIGATION Subsurface conditions at the property were chiefly determined by the excavation of three test pits dug with a tractor-mounted backhoe. All the trenches were logged by our project geologist who also retained representative soil and rock samples at selected locations and intervals for subsequent laboratory testing. Test pit locations are shown on the Geotechnical Map, Plate 2. Logs of the test pits are included as Plates 4 through 6. Laboratory test results and engineering properties of selected samples are summarized in a following secfion. V. GEOTECHNICAL CONDITIONS The project property consists of mostly natural, gentle to nearly level terrain. A Geologic Cross-Section depicting subsurface conditions based on our recent test pits is included with this report as Plate 7. The following geotechnical conditions are apparent: A. Earth Materials The project property is underiain at shallow depths by natural Pleistocene age Terrace Deposits (Qt) which are widespread in local coastal areas of Carlsbad. As encountered, the Terrace Deposits consist typically of dark-colored sandstone deposits that were found in dry to moist and cemented to dense conditions overall. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 3 2793 Elmwood Street, Carlsbad, California September 16, 2013 Project Terrace Deposits are mantled by a thin layer of undifferenfiated fill and topsoil deposits. Surficial soils, where exposed in our exploratory test excavations, were found in dry to damp and loose condifions overall. Site existing fills also included a small amount of debris. Project surficial soils and upper weathered loose and dry Terrace Deposits are not suitable for structural support in their present condifion, and should be regraded as specified in the following sections. Below, cemented and dense Terrace Deposits occur, which will provide adequate support for the planned new graded fills, structures and improvements. B. Groundwater and Surface Drainage Groundwater conditions were not encountered in our exploratory excavations, to depths explored, and are not expected to impact the proposed residential development. However, the control of surface run-off and storm water is critical to the stability of the planned new buildings and graded surfaces. Surface water should not be allowed to pond on pad surfaces. Over watering of site vegetation may also create overly moist areas where shallow cemented Terrace Deposits occurs, and should be disallowed. C. Slope Stability The project terrain at the study property is topographically characterized by genfie terrain, and construction of new major graded slopes are not anficipated in connection with the project redevelopment. Landslides or other forms of slope instability are also not indicated. Consequently, slope stability is not considered a significant geotechnical factor in the redevelopment ofthe project property. D. Faults/Seismicitv Faults or significant shearzones are not indicated on or near proximity to the project site. As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40-year period (1934-1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None ofthe recorded events exceeded a Richter magnitude of 3,7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 4 2793 Elmwood Street, Carlsbad, California September 16, 2013 Historically, the most significant earthquake events which affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from Califomia Earthquake Catalogs, the most significant historical event in the area ofthe study site occurred in 1800 at an esfimated distance of 11.9 miles from the project area. This event, which is thought to have occurred along an offshore fault, reached an esfimated magnitude of 6.5 with estimated bedrock accelerafion values of 0.114g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground accelerafion data compiled from Digitized Califomia Faults (Computer Program EQ Fault Version 3.00 updated) typically associated with the fault is also tabulated. TABLE 1 FAULT ZONE DISTANCE FROM SITE MAXildlUM PROBABLE ACCELERXTibN (R.H.) Newport-Inglewood Fault 5.2 miles 0.183g Rose Canyon Fault 5.4 miles 0.179g Coronado Bank Fault 21.6 miles 0.138g Elsinore-Julian Fault 23.8 miles O.llOg The locations of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 8. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Neariy 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most ofthe earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattem was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook county coastal areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located neariy 30 miles southwest of Oceanside. A series of notable events shook county areas with a (maximum) magnitude 7.4 shock in the eariy morning of June 28,1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 5 2793 Elmwood Street, Carlsbad, California September 16,2013 geologists; however, based upon empirical information and the recorded seismic history of county areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metrc)politan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that at that location the fault was last acfive 6,000 to 9,000 years ago. More recent work suggests that segments ofthe fault are younger having been last active 1000 - 2000 years ago. Consequenfiy, the fault has been classified as active and included within an Alquist-Priolo Special Studies Zone established by the State of California. Fault zones tabulated in the preceding table are considered most likely to impact the region ofthe study site during the lifefime ofthe project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. E- Seismic Ground Motion Values For design purposes, site-specific seismic ground motion values were determined as part of this investigation in accordance with the California Building Code (CBC). The following parameters are consistent with the indicated project seismic environment and our experience with similar earth deposits in the vicinity of the project site, and may be ufilized for project design work: TABLE 2 Site , Class Ss S1 Fa Fv . Sivis SMI SDS SDI,, D 1.273 0.480 1.0 1.52 1.273 0.730 0.849 0.487 According to Chapter 16, Section 1613 of the 2010 California Building Code. Explanation: Ss: IVIapped IVICE, 5% damped, spectral response acceleration parameter at short periods. Si: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1-second. Fa: Site coefficient for mapped spectral response acceleration at short periods. Fv: Site coefficient for mapped spectral response acceleration at 1-second period. SMS : The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMS=FaSa). SMI : The MCE, 5% damped, spectral response acceleration at a period of 1 -second adjusted for site class effects (SMI=FVSI). VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 6 2793 Elmwood Street, Carlsbad, California September 16, 2013 SDS: Design, 5% damped, spectral response acceleratton parameter at short periods (SDS=V3SMS). SDI : Design, 5% damped, spectral response acceleration parameter at a period of 1 -second (SDI =%SMI ). Site peak ground accelerations (PGA) based on 2 percent probability of exceedance in 50 years defined as Maximum Considered Earthquake (MCE) with a stafisfical return period of 2,475 years is also evaluated herein in accordance with the requirements of CBC Section 1613 and ASCE Standard 7-05. Based on our analysis, the site PGAMCE was esfimated to be 0.54g using the web-based United States Geological Survey (USGS) ground motion calculator. The design PGA determined as two-thirds of the Maximum Considered Earthquake (MCE) was estimated to be 0.36g. F. Geoloaic Hazards Geologic hazards are not presently indicated at the project site. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anficipated. G. Field and Laboratory Tests and Test Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory tesfing. Based upon our test pit and field exposures, site soils have been grouped into the following soil types: TABLE 3 SoliType Description 1 Brown - Red Brown Silty Fine Sand (Fill / Topsoil / Terrace Deposit) The following tests were conducted in support of this invesfigation: 1. Grain Size Analysis: Grain size analyses were performed on a representative sample of Soil Type 1. The results are presented in Table 4. TABLE 4 Sieve Size Va" #4 #10 #20 #40 #200 Location Soil Type Percent Passing TP-1 @1' 1 100 99 98 97 78 24 TP-1 @ SVa' 1 100 100 99 98 79 30 VINJE 6d MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 7 2793 Elmwood Street, Carlsbad, Califomia September 16, 2013 2. Maximum Dry Density and Optimum Moisture Content The maximum dry density and optimum moisture content of Soil Type 1 was determined in accordance with ASTM D-1557. The result is presented in Table 5. TABLE 5 Location mw^f-Maximum Dry Density (Ym-pcf) Optimum Moisture Content (b)opt-%) TP-1 @r 1 130.3 9 3. Moisture-Density Tests (Undisturbed Chunk Samples): In-place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in Table 6 and tabulated on the attached Test Pit Logs. TABLE 6 .Sample Location Soil Type Field Moisture Content (w-%) Field Dry Density , (Ydipcf) Max. Dry Density (Ym-pcf) In-Place Relative Compaction Degree of Saturation S(%) TP-1 @ 2' 1 6 104.8 130.3 80 27 TP-1 @ 372' 1 7 124.0 130.3 95 53 TP-1 @ 5' 1 8 122.5 130.3 94 57 TP-2 ©172* 1 2 107.3 130.3 82 9 TP-2 @ 3' 1 6 118.2 130.3 91 38 TP-2 @ 4%' 1 8 117.9 130.3 91 50 TP-3 @ 3" 1 5 124.3 130.3 95 38 TP-3 @ 4' 1 6 124.2 130.3 95 45 Assumptions and relationships: In-place Relative Compaction = (Yd Ym) X100 Gs = 2.70 e = (Gs Y(jj + Yd) -1 S = (w Gs) + e 4. Expansion Index Test: One expansion index (El) test was performed on a representafive sample of Soil Type 1 in accordance with the ASTM D-4829. The results are presented in Table 7. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 8 2793 Elmwood Street, Carlsbad, California September 16, 2013 TABLE 7 Sample Location '•M^f Molded (%) Degree of Saturation (%) Final ':^S0f {%) initial Pry Density (pcf) Measured f§mff Ei 50% Satijriation TP-1 @ r 1 9 55 14 117.7 0 0 (tu) = moisture content in percent. El50 = Elmeas - (50 - Smeas) ((65 + Elmeas) + (220 - Smeas)) Expansion Index (El) Expansion Potential 0-20 Very Low 21 - 50 Low 51 - 90 Medium 91-130 High )130 Very High Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type 1. The prepared specimen was soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The result is presented in Table 8. TABLE a Sarnple, Location . Soil Type Sample Condition Unit , Vwfight (Ywrpct) Angle of int: Fric. . (6-Deg.) Apparent Cohesion (cipiO. TP-1 (Sjr 1 Remolded to 90% of Ym @ % wopt 128.3 30 0 6. PH and Resistivitv Test: pH and resistivity of a representafive sample of Soil Type 1 was determined using "Method for Esfimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The result is tabulated in Table 9. TABLE 9 Sample Location Soii Type Minimum Resistivity (OHM>CM) pH TP-1 @1' 1 1904 5.52 7. Sulfate Test: A sulfate test was performed on a representative sample of Soil Type 1 in accordance with the California Test Method (CTM) 417. The result is presented in Table 10. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 9 2793 Elmwood Street, Carlsbad, Califomia September 16,2013 TABLE 10 Sample Location Soil Type Amount of Water Soluble Sulfate in Soii (% by Weight) TP-1 @r 1 0.001 8. Chloride Test: A chloride test was performed on a representative sample of Soil Type 1 in accordance with the California Test Method (CTM) 422. The result is presented in Table 11. TABLE 11 Sample Location Soil Type Amount of Water Soluble Chloride lnSoIi;(%byWeigKt) TP-1 @ r 1 0.003 VI. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exist: * Sulfate concentrafion is greater than or equal to 2000 ppm (0.2% by weight). * Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). * pH is less than 5.5. For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm-cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Results of limited laboratory tests performed on selected representative site samples indicate thatthe minimum resistivity is morethan 1000 ohm-cm suggesting presence of low quantities of soluble salts. Test results further indicated pH levels are greater than 5.5, sulfate concentration levels are less than 2000 ppm, and chloride concentrations are less than 500 ppm. Based on the results of the corrosion analyses, the project site is considered non-corrosive. The project site is not located within 1000 feet of salt or brackish water. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way * Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical investigation, Proposed Residential Reconstruction Page 10 2793 Elmwood Street, Carisbad, California September 16, 2013 Based upon the result ofthe tested soil sample, the amount of water soluble sulfate (S04) was found to be 0.001 percent by weight which is considered negligible according to ACl 318, Table 4.3.1. However, pH levels are at or very near the acceptable threshold limit (5.5). Consequently, in our opinion and as a minimum Portland cement Type II and a minimum 28 days concrete compressive strength (f c) of 4000 psi with a maximum water cement ratio of 0.50 should be considered, as confirmed or otherwise revised by the project stmctural engineer. Table 12 is appropriate based on the pH-Resistivity test result: TABLE 12 Design Soil Type Gage 18 16 14 12 lp 8 1 Years to Perforation of Steel Culverts 10 13 16 22 28 34 Vll. CONCLUSIONS Based upon the foregoing investigation, redevelopment of the project property for new residential construction, substantially as proposed, is feasible from a geotechnical viewpoint. The property is underiain by competent and stable Terrace Deposits at shallow depths. Instability or adverse geologic conditions that could preclude the planned redevelopment are not indicated. Geotechnical factors presented below are unique to the project site and will most influence the planned redevelopment and associated costs: * Landslides, faults or significant shear zones are not present at the project property, and are not considered a geotechnical factor in the planned site redevelopment. The study site is not located near or within the Alquist - Priolo earthquake fault zone established by the State of California. * The project site is underiain by a shallow manfie of surficial soil consisting of undifferentiated fills and topsoil over sandstone Terrace Deposits. Project surficial soils and upper weathered Terrace Deposits chiefly occur in loose and dry condifion. Below, the natural Terrace Deposits grade into cemented and dense to very dense conditions with depth which can adequately support forthe planned new fills, structures and improvements. * Exisfing loose and dry suriicial soil manfie and upper weathered Terrace Deposits are potentially compressible and should be stripped (removed) and regraded using remedial grading techniques in orderto construct safe and stable building surfaces. Added removals of cut ground will also be necessary in the case of cut-fill pads so that uniform bearing soil conditions are constructed throughout the buildings and improvement surfaces. All existing fills, where encountered at the site, should be removed and recompacted as part of the project remedial grading operafions. A VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical investigation. Proposed Residential Reconstruction Page 11 2793 Elmwood Street, Carlsbad, California September 16, 2013 basement level, if encountered at the project property should also be properiy backfilled as part ofthe project remedial grading operations in accordance with the requirements of this report. * Large new large graded slopes are not expected and final pad grades are expected to be reestablished at or very near exisfing ground levels. Project earthwork operafions are expected to chiefly consist of remedial grading operations and relatively minor cut-fill ground modificafions on the order of 3 feet maximum. Associated transifion embankments necessary in connecfion with reestablishing a new level building pad are anficipated to be less than 3 feet in maximum vertical heights constructed at 2:1 gradients maximum. Consequently, slope stability will not be a major geotechnical concern in the development of the project property. * Soils generated from the site excavafions, stripping, and removals will predominanfiy consist of sandy deposits suitable for reuse as new site fills and backfills, provided they are properiy processed and prepared in accordance with the requirements of this report. Clayey soils, if any encountered, should be thoroughly mixed with an abundance of sandy soils generated from the onsite excavations to manufacture a very low expansive sandy soil mixture. Any trash debris, organics, and deleterious materials encountered within the site soils should also be selectively separated, removed and disposed of, as appropriate. * Expansive soils will not be a geotechnical factor in the redevelopment of the project property. Final bearing and subgrade soils are anficipated to consist chiefiy of silty sandy (SM) deposits with very low expansion potenfial (expansion index less than 20) based on ASTM D-4829 classification. * Natural groundwater is not expected to impact project grading or the long tenn stability of the developed pads. Adequate site surface drainage control, however, remains a crifical factor in the future stability of the new graded building and improvement surfaces. Drainage facilifies and storm water control structures should be designed and installed for proper disposal of surface runoff per the project grading or drainage improvement plans. * Added care will be required to avoid any damages to the adjacent properties, public right-of-ways, and nearby exisfing structures and improvements due to project excavations, earthworks and construction operations. Undermining of the exisfing nearby on or off site structures and improvements by excavafions and soil removals shall not be allowed as discussed in the following sections. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical investigation, Proposed Residential Reconstruction Page 12 2793 Elmwood Street, Carlsbad, California September 16, 2013 * Post construction settlements after completion of remedial grading works as specified herein, is not expected to exceed approximately Yi-'mch and should occur below the heaviest loaded foofings. The magnitude of post construction differenfial settlements of site fill deposits as expressed in terms of angular distortion is not anficipated to exceed %-inch between similar adjacent structural elements. * Soil collapse, liquefaction and seismically induced settlements will not be a factor in the development of the project property provided our remedial grading recommendafions are followed. VIII. RECOMMENDATIONS The following recommendafions are consistent with the indicated geotechnical conditions at the project site and should be reflected on the final plans and implemented during the construcfion phase. Added or modifled recommendafions may also be appropriate and should be given at the time of plan review phase when final plans are available: A. Remedial Grading and Earthworks Minor cut-fill grading and remedial efforts will be required In order to achieve final design grades and construct safe and stable ground under the planned new structures and improvements. All excavafions, grading, earthworks, constructions, and bearing soil preparation should be completed in accordance with Chapter 18 (Soils and Foundations) and Appendix "J" (Grading) ofthe 2010 California Building Code (CBC), City of Carlsbad Ordinances, the Standard Specifications for Public Works Construcfion, and the requirements of the following secfions wherever applicable: 1. Existing Underground Utilities and Structures: All exisfing underground wateriines, sewer lines, pipes, storm drains, utilities, tanks, structures, and improvements at or nearby the project site should be thoroughly potholed, identified and marked priorto the initiation ofthe actual grading and earthworks. Specific geotechnical engineering recommendations may be required based on the actual field locafions and invert elevafions, backfill condifions and proposed grades in the event of a grading conflict. Ufility lines may need to be temporarily redirected, if necessary, prior to earthwork operafions and reinstalled upon completion of earthwork operations. Alternatively, permanent relocations may be appropriate as shown on the approved plans. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical investigation, Proposed Residential Reconstruction Page 13 2793 Elmwood Street, Carlsbad, California September 16, 2013 Abandoned irrigation lines, pipes and conduits should be properiy removed, capped or sealed off to prevent any potential for future water infiltrafions into the foundation bearing and subgrade soils. Voids created by the removals of the abandoned underground pipes, tanks and structures should be properiy backfilled with compacted fills in accordance with the requirements of this report. 2. Clearing and Grubbing: Remove all existing surface and subsurface improvements, old foundafions, slabs, subterranean structures, vegetation, trees, roots, stumps and all other unsuitable materials and deleterious matter from all areas proposed for new fills, improvements, and structures plus a minimum of 10 feet outside the perimeter, where possible and as approved in the field. All deleterious material generated from site clearing efforts should be properiy removed and disposed of from the site. Trash, vegetation and demolition debris should not be allowed to occur or contaminate new site fills and backfills. The prepared grounds should be inspected and approved by the project geotechnical consultant or his designated field representative prior to grading and earthworks. 3. Stripping and Removals: Site exisfing loose and dry surficial soil manfie and upper weathered Terrace Deposits should be removed to the underiying dense and competent units, as approved in the field, and placed back as properiy compacted fills in all areas to receive new fills, structures, and improvements plus 10 horizontal feet outside the perimeter, where possible, and as approved in the field. Typical removal depths are expected to be on the order of TA feet maximum below the exisfing grades. However, locally deeper removals may also be necessary based on the actual field exposures and should be anficipated. There should be at least 12 inches of compacted fills below bottom ofthe deepest footing(s). Dense and competent Terrace Deposits are defined as undisturbed natural Terrace deposits with minimum in-situ densifies of 90% or greater. The enfire section of site existing fills, where encountered at the site, should also be removed and recompacted, unless otherwise specifically specified or approved. Exploratory test pits excavated in connection with our study at the indicated tocafions (see Plate 2) were backfilled with loose and uncompacted deposits. The loose/uncompacted exploratory trench backfill soils shall also be re-excavated and placed back as properly compacted fills in accordance with the requirements of this report. The exiting basement excavation, if present at the project property should also be properiy backfilled in accordance with the requirements of this report. VINJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 14 2793 Elmwood Street, Carlsbad, California September 16, 2013 Bofiiom ofall removals should be addifionally prepared, ripped and recompacted to minimum depth of 6 inches, as a part of inifial fill lift placement as directed in the field. All ground steeper than 5:1 receiving fills or backfills including ground exposures developed from the removal of existing subterranean cellar or basement portion of the old building, if any, should also be properiy benched and keyed as directed in the field. The exposed bofiiom of all removals should be observed and approved by the project geotechnical consultant or his designated field representafive prior to fill placement. 4. Cut-Fill Transitions and Undercuts: Ground transifion from excavated cut to compacted fills should not be permitted underneath the proposed buildings, sfixictures and improvements (including paving, utilities and drainage structures). Structural foundations, slabs, and improvements should be supported uniformly on compacted fills or founded enfirely on competent cut ground exposing dense undisturbed Terrace Deposits. Transifion pads and bearing/subgrade daylight exposures will require special treatment. The cut portion of the cut-fill transifions plus 10 feet outside the perimeter, where possible and as directed in the field, should be undercut to a sufficient depth to provide for a minimum of 3 feet of compacted fill mat below rough finish grades, or at least 12 inches of compacted fill beneath the deepest foofing(s), whichever is more. In the improvement areas, there should be a minimum of 12 inches of compacted fill below rough finish subgrade, as directed in the field. 5. Setbacks and Temporary Construction Slopes: Excavations and removals adjacent to off site properties, right-of-ways, existing structures, and improvements should be performed under observations of the project geotechnical engineer. Undermining existing improvements and structures by the removal operations shall not be allowed. Top of temporary construction slopes should be adequately set back from the existing structures and improvements as directed in the field. Trenching and construction slopes less than 5 feet high maximum may be constructed at near vertical gradients unless othenvise specified or directed in the field. Trenching and temporary slopes greaterthan 5 feet are not anficipated in connecfion with the project earthwork operations. More specific recommendations should be given by the project geotechnical consultant in the field at the fime of stripping, excavations and trenching based on actual exposed depths and ground conditions. The project contractor shall also obtain appropriate permits, as needed, and conform to Cal-OSHA and local governing agencies' requirements for trenching/open excavations and safety of the workmen during construction. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 15 2793 Elmwood Street, Carlsbad, California September 16, 2013 6. Fill Materials, Placement and Compaction: Soils generated from the site stripping, removals and excavations of the existing surilcial soils and Terrace Deposits are expected to generally consist of sandy soils which typically work well as site new fills and backfills. Project fills and backfills shall be clean deposits free of construction debris generated from site demolifion efforts, trash, debris, roots, stumps, vegetafion, organic and deleterious mafi:er, as approved in the field. Import soils, if required, should be sandy granular (SM/SW) non-corrosive, very low expansive deposits (100% passing 1-inch sieve, more than 50% passing #4 sieve and less than 18% passing #200 sieve with expansion index less than 21), inspected, tested as necessary and approved by the project geotechnical consultant prior to delivery to the site. Import soils should also meet or exceed engineering characterisfics and soil design parameters as specified in the following sections. Uniform bearing soil conditions should be constructed at the site by the grading operations. Site soils should be adequately processed, thoroughly mixed, moisture conditioned to approximately 2% above the opfimum moisture levels as directed in the field, placed in thin (6 to 8 inches maximum) uniform horizontal lifts and mechanically compacted to a minimum of 90% of the corresponding laboratory maximum dry density per ASTM D-1557, unless othenwise specified. 7. Minor Graded Slopes: New large graded embankments are not expected and ground transitions for developing level improvement and building pad surfaces are expected to be achieved by minor transifion slopes on the order of 3 feet height. Minor graded cut embankments, if incorporated into the building pad designs, are anticipated to mostly expose Terrace Deposits which will be grossly stable at 2:1 gradients to the expected maximum heights. New minor fill slopes should also be planned at 2:1 gradients maximum, and provided with at least one-equipment wide toe keyway extended a minimum of 2 feet below the toe elevafion, unless othenvise directed or approved in the field. Fill slopes should be compacted to a minimum 90% compaction levels out to the slope face, inspected, tested as necessary and approved by the project geotechnical consultant. 8. Surface Drainage and Erosion Control: A critical element to the continued stability of the graded building pads is an adequate storm water and surface drainage control and protecfion ofthe slope faces. Soil erosion, concentrated fiow, scouring and sediment transport should not be allowed. Erosion/scour control structures and energy dissipaters should be installed as shown on the approved grading or drainage improvement pians. The finished slopes should be planted soon after complefion of grading. Unprotected slope faces will be subject to severe erosion and should not be allowed. Overwatering ofthe slope VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical investigation, Proposed Residential Reconstruction Page 16 2793 Elmwood Street, Carlsbad, Caiifomia September 16, 2013 faces should also not be allowed. Only the amount of water to sustain vegetation should be provided. Building pad surface run-off should also be collected and directed away from the planned buildings and improvements to a selected locafion in a controlled manner. Area drains should be installed. Temporary erosion control facilities and silt fences should be installed during the construcfion phase periods and unfil landscaping is established as indicated and specified on the approved project grading/erosion control plans. 9. Engineering Observations: All grading and earthworks operafions including removals, suitability of earth deposits used as compacted fills and backfills, and compaction procedures should be confinuously observed and tested by the project geotechnical consultant and presented in the final as-graded compaction report. The nature of finished bearing and subgrade soils should be confirmed in the final compacfion report at the completion of grading. Geotechnical engineering observafions should include but are not limited to the following: * Initial observafion - After the clearing limits have been staked but before grading/brushing starts. * Stripping, bottom excavation observation - After dense and competent Terrace Deposits is exposed and prepared to receive fill or backfill, but before fill or backfill is placed. * Cut/excavation observation - After the excavation is started but before the vertical depth of excavation is more than 5 feet. Local and Cal-OSHA safety requirements for open excavations apply. * Fill/backfill observafion - After the fill/backfill placement is started but before the vertical height of fill/backfill exceeds 2 feet. A minimum of one test shall be required for each 100 lineal feet maximum in every 2 feet vertical gain, with the exception of wall backfills where a minimum of one test shall be required for each 30 lineal feet maximum. Wall backfills should also be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified or directed in the field. Finish rough and final pad grade tests shall be required regardless of fill thickness. Foundation trench and subgrade soils observafion - After the foundation trench excavations and prior to the placement of steel reinforcing for proper moisture and specified compaction levels. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 17 2793 Elmwood Street, Carisbad, California September 16, 2013 * Geotechnical foundafion/slab steel obsen/ation - After the steel placement is completed but before the scheduled concrete pour. * Underground utility, plumbing and storm drain trench observation - After the trench excavations but before placement of pipe bedding or installafion ofthe underground facilities. Local and Cal-OSHA safety requirements for open excavations apply. Observafion of pipe bedding may also be required by the project geotechnical engineer. * Underground utility, plumbing and storm drain trench backfill observafion - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Tesfing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform tothe governing agencies' requirements and project soils report if applicable. All trench backfills should be mechanically compacted to a minimum of 90% compaction levels unless othen/vise specified. Plumbing trenches more than 12 inches deep maximum underthe fioor slabs should also be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method should not be allowed. * Pavement/improvements base and subgrade obsen/ation - Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels. B. Footings and Slab-on-Grade Foundations The following recommendations are consistent with very low expansive (expansion index less than 20) silty sandy (SM) bearing soils and site specific geotechnical conditions. Addifional recommendafions may also be required and should be given at the plan review phase. All design recommendations should be further confirmed and/or revised as necessary at the completion of rough grading based on the expansion characteristics of the foundafion bearing soils and as-graded site geotechnical conditions, and presented in the final as-graded compaction report: 1. The planned new residential building may be supported on shallow sfiff concrete foundations. The shallow foundations should be uniformly founded on well compacted fills, or enfirely supported on dense undisturbed approved Terrace Deposits. Acceptable building foundations may include a system of spread pad and strip, or turned-down foofings with slab-on-grade floors. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, Catifornia 92029-1229 • Phone (760) 743-1214 Geotechnical investigation. Proposed Residential Reconstruction Page 18 2793 Elmwood Street, Carisbad, Califomia September 16, 2013 2. Exterior and interior confinuous foundations should be sized at least 15 inches wide and 18 inches deep for single and two-story structures. Isolated pad foofings should be at least 24 inches square and 12 inches deep. Foofing depths are measured from the lowest adjacent ground surface, not including the sand/gravel layer beneath floor slabs. Exterior confinuous footings should enclose the enfire building perimeter. Confinuous interior and exterior foundations should be reinforced with a minimum of four-#4 reinforcing bars. Place 2-#4 bars 3 inches above the bottom of the foofing and 2-#4 bars 3 inches below the top of the footing. Reinforcement details for isolated pad footings should be provided by the project architect/structural engineer. 3. Interior slabs should be a minimum of 4 inches in thickness, reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed mid-height in the slab. Interior slabs should also be underiain by 4 inches of clean sand (SE 30 or greater) which is provided with a minimum 10-mil moisture barrier/vapor retardant (Stego) placed mid-height in the sand. Alternatively, a 4-inch thick base of compacted i4-inch clean aggregate provided with the vapor barrier (minimum 10-mil Stego) in direct contact with (beneath) the concrete may also be considered provided a concrete mix which can address bleeding, shrinkage and curiing are used. Provide "softcut" contraction/control joints consisfing of sawcuts spaced 10 feet on centers each way for all interior slabs. Cut as soon as the slab will support the weight of the saw and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint locafion or 150 psi to 800 psi. The sawcuts should be a minimum of 1-inch in depth but should not exceed 114-inches deep maximum. Anti-ravel skid plates should be used and replaced with each blade to avoid spalling and ravelings. Avoid wheeled equipments across cuts for at least 24 hours. Provide re-entrant corner reinforcement for all interior slabs. Re-entrant corners will depend on slab geometry and/or interior column locafions. The enclosed Plate 9 may be used as a general guideline. 4. Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels, and approved by the project geotechnical consultant prior to the placement of concrete. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 19 2793 Elmwood Street, Carisbad, California September 16, 2013 C. Soil Design Parameters The following soil design parameters are based test results provided in the referenced reports. All parameters should be re-evaluated when the characteristics of the final as-graded soils have been specifically determined: * Design soil unit weight = 128.3 pcf. * Design angle of internal friction of soil = 30 degrees. * Design acfive soil pressure for retaining structures = 42 pcf (EFP), level backfill, canfilever, unrestrained walls. * Design at-rest soil pressure for retaining structures = 64 pcf (EFP), non-yielding, restrained walls. * Design passive soil resistance for retaining structures = 385 pcf (EFP), level surface at the toe. * Design coefficient of friction for concrete on soils = 0.36. * Net allowable foundation pressure for compacted fills (minimum 15 inches wide by 18 inches deep footings) = 2000 psf. * Net allowable foundafion pressure for undisturbed competent Terrace Deposits (minimum 15 inches wide by 18 inches deep foofings) = 2500 psf. * Allowable lateral bearing pressure (all structures except retaining walls) = 150 psf/ft. Notes: * Use a minimum safety factor of 1.5 for wall overturning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a minimum safety factor of 2 may be considered for sliding stability particulariy where sensitive structures and improvements are planned near or on top of retaining walls. * When combining passive pressure and frictional resistance, the passive component should be reduced by one-third. * The net allowable foundation pressures provided herein were determined based on the indicated foofing widths and depths, and may be increased by 20% for each additional foot of depth and 20% for each additional foot of width to a maximum of 5500 psf. The allowable foundation pressures provided herein also apply to dead plus live loads and may be increased by one-third for wind and seismic loading. * The lateral bearing earth pressures may be increased by the amount of designated value for each additional foot of depth to a maximum 1500 pounds per square foot. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical investigation. Proposed Residential Reconstruction Page 20 2793 Elmwood Street, Carlsbad, California September 16,2013 D. Exterior Concrete Slabs / Flatworks 1. All exterior slabs (walkways, patios, etc.) supported on very low expansive subgrade soils should be a minimum of 4 inches in thickness, reinforced with 6X6-10X10 welded wire mesh carefully placed near the slab mid-height. The subgrade soils should be compacted to minimum 90% compaction levels at the fime of fine grading and before placing the slab reinforcement. 2. Reinforcements lying on subgrade will be ineffecfive and shortly corrode due to lack of adequate concrete cover. Reinforcing bars should be correctly placed extending through the construcfion joints tying the slab panels. In construction practices where the reinforcements are disconfinued or cut at the construction joints, slab panels should be fied together with minimum 18 inches long #3 dowels (dowel baskets) at 24 inches on centers maximum placed mid-height in the slab (9 inches on either side of the joint). 3. Provide "tool joint" or "softcut" contraction/control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. The larger dimension of any panel shall not exceed 125% ofthe smaller dimension. Tool or cut as soon as slab will support weight, and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint locafion or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1-inch but shouid not exceed 1 Vi-inch deep maximum. In case of softcut joints, anfi-ravel skid plates should be used and replaced with each blade to avoid spalling and ravelings. Avoid wheeled equipments across cuts for at least 24 hours. Joints shall intersect free-edges at a 90° angle and shall extend straight for a minimum of VA feet from the edge. The minimum angle between any two intersecting joints shall be 80°. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft./gal.). 4. All exterior slab designs should be confirmed in the final as-graded compacfion report. 5. Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of concrete. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical investigation, Proposed Residential Reconstruction Page 21 2793 Elmwood Street, Carisbad, California September 16,2013 E. Asphalt and PCC Pavement Design Specific pavement designs can best be provided at the completion of rough grading based on R-value tests of the actual finish subgrade soils; however, the following structural sections may be considered for initial planning phase cost estimating purposes only (not for construction): 1. Asphalt Pavings: A minimum section of 4 inches asphalt on 6 inches Caltrans Class 2 aggregate base, or the minimum section required by the City of Carisbad, whichever is more, may be considered for the onsite asphalt paving surfaces outside the private and public right-of-way. Actual design will also depend on the design Tl and the approval of the City of Carisbad. The Class 2 aggregate base shall meet or exceed the requirements set forth in the current California Standard Specification (Caltrans Secfion 26-1.02). Base materials should be compacted to a minimum 95% ofthe maximum dry density. Subgrade soils beneath the pavement base layer should also be compacted to a minimum 95% ofthe corresponding maximum dry density within the upper 12 inches. 2, PCC Pavings: Residenfial PCC driveways and parking supported on very low expansive (expansion index less than 20) granular subgrade soils should be a minimum of 5 inches in thickness, reinforced with #3 reinforcing bars at 18 inches on centers each way placed at mid-height in the slab. Subgrade soils beneath the PCC driveways and parking should be compacted to a minimum 90% ofthe corresponding maximum dry density, unless othenvise specified. Reinforcing bars should be correcfiy placed extending through the construcfion (cold) joints tying the slab panels. In construction pracfices where the reinforcements are disconfinued or cut at the construction joints, slab panels should be tied together with minimum 18 inch long (9 inches on either side of the joint) #3 dowels (dowel baskets) at 18 inches on centers placed mid-height in the slab. Provide "tool joint" or "softcut" contraction/control joints spaced 10 feet on center (not to exceed 15 feet maximum) each way. The larger dimension of any panel shall not exceed 125% ofthe smaller dimension. Tool or cut as soon as the slab will support the weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch in depth but should not exceed 1%-inches deep maximum, in case of softcut joints, anti- ravel skid plates should be used and replaced with each blade to avoid spalling and ravelings. Avoid wheeled equipments across cuts for at least 24 hours. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 22 2793 Elmwood Street, Carlsbad, California September 16, 2013 Joints shall intersect free-edges at a 90° angle and shall extend straight for a minimum of VA feet from the edge. The minimum angle between any two intersecfing joints shall be 80°. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate=200 sq. ft./gal.). 3. General Paving: Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right-of-way should have 12 inches subgrade compacted to a minimum of 95% compacfion levels and provided with a 95% compacted Class 2 base section per the structural secfion design. Base layers under curb and gutters should be compacted to a minimum of 95%, while subgrade soils under curb and gutters, and base and subgrade under sidewalks should be compacted to a minimum of 90% compaction levels, unless otherwise specified. Base section may not be required under curb and gutters, and sidewalks, in the case of very low to non-expansive subgrade soils (expansion index less than 21). Appropriate recommendations should be given in the final as-graded compaction report. F. General Recommendations 1. The minimum foundafion design and steel reinforcement provided herein are based on the anticipated soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerafions. 2. Adequate staking and grading control are a crifical factor in properiy complefing the recommended remedial and site grading operafions. Grading control and staking should be provided by the project grading contractor or surveyor/civil engineer, and is beyond the geotechnical engineering services. Staking should apply the required setbacks shown on the approved plans and conform to setback requirements established by the governing agencies and applicable codes for off-site private and public properties and property lines, utility easements, right-of-ways, nearby structures and improvements, leach fields and septic systems, and graded embankments. Inadequate staking and/or lack of grading control may result in illegal encroachments or unnecessary additional grading which will increase construcfion costs. 3. Open or backfilled trenches parallel with a foofing shall not be below a projected plane having a downward slope of 1 -unit vertical to 2 units horizontal (50%) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches from the face of such footing. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 23 2793 Elmwood Street, Carisbad, California September 16, 2013 4. Where pipes cross under-footings, the foofings shall be specially designed. Pipe sleeves shall be provided where pipes cross through foofings or footing walls, and sleeve clearances shall provide for possible foofing settlement, but not less than 1-inch all around the pipe. 5. Foundafions where the surface of the ground slopes more than 1 unit vertical in 10 units horizontal (10% slope) shall be level or shall be stepped so that both top and bottom of such foundafions are level. Individual steps in confinuous foofings shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed 1 unit vertical to 2 units horizontal (50%) unless othenvise specified. The steps shall be detailed on the structural drawings. The local effects due to the disconfinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. 6. Expansive clayey soils should not be used for backfilling of any retaining structure. All retaining walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall foofing to the finished surface and a well-constructed back drain as shown on the enclosed Plate 10. Planting large trees behind site retaining walls should be avoided. 7. All underground ufility and plumbing trenches should be mechanically compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compacfion ofthe soil. Non-expansive, granular backfill soils should be used. Trench backflll materials and compaction beneath pavements within the public right-of-way shall conform to the requirements of governing agencies. 8. Foofings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. This requirement applies to all site improvements and structures including fences, posts, etc. A minimum 10 feet horizontal setback should be considered for more sensitive structures and improvements which cannot tolerate minor movements, including swimming pools and spas. Concrete and asphalt pavings and improvements should be provided with a thickened edge to satisfy the specified setback requirement. 9. Site drainage over the finished pad surfaces should flow away from structures onto the street in a posifive manner. Care should be taken during the construction, improvements, and fine grading phases notto disruptthe designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable locafion. ViNjE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical investigation. Proposed Residential Reconstruction Page 24 2793 Elmwood Street, Carisbad, California September 16, 2013 10. Final plans should reflect preliminary recommendations given in this report. Final foundafions and grading plans may also be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical invesfigafion report outlined herein. More specific recommendafions may be necessary and should be given when final grading and architectural/structural drawings are available. 11. All foundafion trenches should be inspected to ensure adequate foofing embedment and confirm competent bearing soils. Foundafion and slab reinforcements should also be inspected and approved by the project geotechnical consultant. 12. The amount of shrinkage and related cracks that occur in the concrete slab-on- grades, flatworks and driveways depend on many factors the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightiy. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum the following should be considered: * Use the stiffest mix that can be handled and consolidated satisfactorily. * Use the largest maximum size of aggregate that is practical. For example, concrete made with %-inch maximum size aggregate usually requires about 40-lbs. more (nearly 5-gal.) water per cubic yard than concrete with 1-inch aggregate. * Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construcfion considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. 13. A preconstrucfion meefing between representatives of this office, the property owner or planner, city inspector as well as the grading contractor/builder is recommended in order to discuss grading and construcfion details associated with the site development. IX. GEOTECHNICAL ENGINEER OF RECORD (GER) Vinje & Middleton Engineering, Inc. is the geotechnical engineer of record (GER) for providing a specific scope of work or professional sen/ice under a contractual agreement unless it is terminated or canceled by either the client or our firm. In the event a new VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 25 2793 Elmwood Street, Carisbad, California September 16, 2013 geotechnical consultant or soils engineering firm is hired to provide added engineering services, professional consultations, engineering observafions and compacfion tesfing, Vinje & Middleton Engineering, Inc. will no longer be the geotechnical engineer of the record. Project transfer should be completed in accordance with the California Geotechnical Engineering Associafion (CGEA) Recommended Practice for Transfer of Jobs Between Consultants. The new geotechnical consultant or soils engineering firm should review all previous geotechnical documents, conduct an independent study, and provide appropriate confirmafions, revisions or design modifications to his own safisfacfion. The new geotechnical consultant or soils engineering firm should also notify in wrifing Vinje & Middleton Engineering, Inc. and submit proper notificafion to the City of Carisbad for the assumption of responsibility in accordance with the applicable codes and standards (1997 UBC Section 3317.8). X. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as well as our experience with the soils and formafional materials located in the general area. The materials encountered on the project site and ufilized in our laboratory testing are believed representafive of the total area; however, earth materials may vary in characteristics between excavations. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations are verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspecfion can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the fime this report was prepared. It is the responsibility of the owner/developer to ensure that these recommendafions are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on-site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical condifions ofthe property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 Geotechnical Investigation, Proposed Residential Reconstruction Page 26 2793 Elmwood Street, Carisbad, California September 16, 2013 This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative reconstrucfion pian, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representafive is responsible for ensuring that the informafion and recommendations are provided to the project architect/structural engineer so that they can be incorporated into the plans. Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendafions during construction. The project geotechnical engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are properiy interpreted and implemented. If the project geotechnical engineer is not provided the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representafion, either expressed or implied, is included or intended. Once again, should any questions arise conceming this report, please do not hesitate to contact this office. Reference to our Job #13-209-P will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGiNEERING, INC. Steven J. Melzer CEG #2362 Distribution: Addressee (e-mail) VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 ©2006 Thomas Bros. Maps Proyecf Location: 2793 Elmwood St., 1106-F4 PLATE 1 V&M JOB #13-209-P OTE©y[N!ieAL MAP 1 BUBM VBTAX WAV cxtsmtASHi'mBsm—. ^-OUMTIXSm IZ" teoasww mnK SON £«f7Wft.S7W au OEK'iszcr •EosTue mm Wll nims mv.'.i«.o' j >A ^mm CAS vAiyr EXPLANATION Test Pit Geologic Cross-Section Terrace Deposit 1 O '-14. 1 ^ ' PLATE 2 VAM JOB #13-209-P J FTOFQSED DE¥EL©FM1EOT .i;|:!iihjj;ititi:huU:.H: fif'iMffn min-r'ffiu Window seat in master i Mi CO I . {1 1-; iMrm-u • ' i : , :•[ >. .' 'Vt. . m:y:fff.^. Vfc.^.^ I. • - Area for carport • I. 22-6' f \ i f PLATE 3 V&M JOB #13-209-P NO SCALE PRIMARY DIVISiONS GROUP SYMBOL SECONDARY DIVISIONS COARSE GRAINED SOILS MORE THAN HALF OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) GW Well graded gravels, gravel-sand mixtures, little or no fines. COARSE GRAINED SOILS MORE THAN HALF OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE CLEAN GRAVELS (LESS THAN 5% FINES) GP Poorly graded gravels or gravel-sand mixtures, little or no fines. COARSE GRAINED SOILS MORE THAN HALF OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVEL WITH FINES GM Silty gravels, gravel-sand-sllt mixtures, non-plastic fines. COARSE GRAINED SOILS MORE THAN HALF OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVELS MORE THAN HALF OF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE GRAVEL WITH FINES GC Clayey gravels, gravel-sand-clay mixtures, plastic fines. COARSE GRAINED SOILS MORE THAN HALF OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN SANDS (LESS THAN 5% FINES) SW Well graded sands, gravelly sands, little or no fines. COARSE GRAINED SOILS MORE THAN HALF OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE CLEAN SANDS (LESS THAN 5% FINES) SP Poorly graded sands or gravelly sands, little or no fines. COARSE GRAINED SOILS MORE THAN HALF OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS WITH FINES SM Silty sands, sand-silt mixtures, non-plastic fines. COARSE GRAINED SOILS MORE THAN HALF OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SANDS MORE THAN HALF OF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS WITH FINES SC Clayey sands, sand-clay mixtures, plastic fines. FINE GRAINED SOILS MORE THAN HALF OF ' MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% ML Inorganic sills and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. FINE GRAINED SOILS MORE THAN HALF OF ' MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. FINE GRAINED SOILS MORE THAN HALF OF ' MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50% OL Organic silts and organic silty clays of low plasticity. FINE GRAINED SOILS MORE THAN HALF OF ' MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. FINE GRAINED SOILS MORE THAN HALF OF ' MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% CH Inorganic clays of high plasticity, fat clays. FINE GRAINED SOILS MORE THAN HALF OF ' MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts. f HIGHLY ORGANIC SOILS PT i Peat and other highly organic soils. GRAIN'SIZES U.S. STANDARD SERIES SIEVE 200 40 10 CLEAR SQUARE SIEVE OPENINGS 3/4" 3" 12" SILTS AND CLAYS SAND GRAVEL COBBLES BOULDERS SILTS AND CLAYS FINE MEDIUM COARSE FINE COARSE COBBLES BOULDERS RELATIVE DENSITY CONSISTENCY SANDS, GRAVELS AND NON-PLASTIC SILTS BLOWS/FOOT VERY LOOSE 0 - 4 LOOSE 4 - 10 MEDIUM DENSE 10 - 30 DENSE 30 - 50 VERY DENSE OVER 50 CLAYS AND PLASTIC SILTS STRENGTH BLOWS/FOOT VERY SOFT 0 - Vl 0 - 2 SOFT % - % 2 - 4 FIRM '/4 - 1 4 • 8 STIFF 1 - 2 8 - 16 VERY STIFF 2 - 4 16 - 32 HARD OVER 4 OVER 32 1. Blow count, 140 pound hammer falling 30 Inches on 2 inch O.D. split spoon sampler (ASTM D-1586) 2. Unconfined compressive strength per SOILTEST pocket penetrometer CL-700 W . ^ -r^ . Mono I Ca^'^e - Standard Penetration Test (SPT) (ASTM D-1586) T Sand Cone Test • Bulk Sample H ^ with blow counts per e inches n Cliunk Sample O Driven Rings QQ^'^e = California Sampler with blow counts per 6 inches VINJE & IVIIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029-1229 KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System (ASTM D-2487) VINJE & IVIIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029-1229 VINJE & IVIIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029-1229 PROJECT NO. KEY VINJE & IVIIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, CA 92029-1229 13-209-P KEY \^|^VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-1 PROJECT: Proposed Residential Reconstruction CUENT: IVIIrabella Desiqn / Build PROJECT NUIVIBER: 13-209-P PROJECT LOCATION: 2793 Elmwood St. Carisbad fAPN 156-231-67) Date Excavated: 8/21/13 Logged By: SJM Equipment: Caterpillar 420 Backhoe Remarks: No caving. No groundwater. "ST" oo DEPTH (ft) MATERIAL DESCRIPTION LUL. It 1^2 _ 2 - 4 -• - 5 - SM ElLUafU Silty fine sand. Brown color. Damp. Loose. Includes some small concrete debris. ST-1 TOPgQIL; Silty fine sand. Red brown color. Damp. Porous. Loose to medium dense. ST-1 SM TERRACE DEPOSIT fQt>: Sandstone. Fine grained. Red brown color. Local rust-colored staining. Moist. Weathered. Friable. Somewhat blocky. Massive. Weakly cemented. Medium dense to dense. ST-1 104.8 124.0 SM 122.5 80 95 94 27 53 57 Bottom of test pit at 5.5 feet. BULK SAMPLE • CHUNK SAMPLE ^Va^V 'U GROUND TEST WATER PLATE 4 ^\^|^VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-2 PROJECT: Proposed Residential Reconstruction CLIENT: ft/lirabelia Design / Build PROJECT NUMBER: 13-209-P PROJECT LOCATION: 2793 Elmwood St. Cartsbad (APN 156-231-67> Date Excavated: 8/21/13 Logged By: SJM Equipment: Caterpillar 420 Backhoe Remarks: No caving. No groundwater. DEPTH (ft) MATERIAL DESCRIPTION ll it m -1 - - 2 3 - - 4 - TOPSOIL: Silty fine sand. Brown color. Very dry to dry. Loose. Some roots. ST-1 SM 107.3 82 TERRACE DEPOSIT rQt>: Sandstone. Fine grained. Red brown color. Moist. Weathered. Friable. Moderately cemented. Massive. Dense to very dense. ST-1 118.2 91 SM 117.9 91 38 50 Bottom of test pit at 5.0 feet. BULK SAMPLE • CHUNK SAMPLE •° Tcl'P' V GROUND TEST WATER PLATE 5 ^^U^VINJE & MIDDLETON ENGINEERING, INC. TEST PIT: TP-3 PROJECT: Proposed R^identlal Reconstruction CUENT: IMIrabella Design / Build PROJECT NUMBER: 13-209-P PROJECT LOCATION: 2793 ElmvTOOd St. Carlsbad (APN 156-231-67) Date Excavated: 8/21/13 Logged By: SJM Equipment: Caterpillar 420 Backhoe Remarks: No caving. No groundwater. •ST' OS DEPTH (ft) O P MATERIAL DESCRIPTION UjL. - 1 - 2 - 3 - - 4 - F|LLfaf)/TOPSQIl; Silty fine sand. Brown color. Dry. Loose. Roots. ST-1 SM TERRACE PISPQSITfQt): Sandstone. Fine grained. Red brown color. Moist. Weathered. Friable. Blocky. Moderately cemented. Dense to very dense. ST-1 124.3 95 38 SM 124.2 95 45 Bottom of test pit at 4.5 feet. BULK SAMPLE • CHUNK SAMPLE DENSITY „ GROUND Itsi * WATER PLATE 6 140- 130 -i 120 PROPOSSD NEW DWELLING "'FILL I TOPSOIL • |_ EXISTING STRUCTURE TO BE DEMOLISHED TERmCE DEPOSIT (} -150 h140 130 SCALE: r = 20' PLATE 7 i V&M JOB # 13-209-P FAULT-EPICENTER MAP SAN DIEGO COUNTY REGION INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900-1974) Map (jata is compiled from various sources including California Devision of Mines and Geology, California Institute of Tecfinology and the National Oceanic and Atmosplieric Administration. Map Is reproduced from California Division of Mines and Geology, "Earthquake Eoicenter Mao of California; Map Sheet 39." 1978 MAGNITUDE o' 4.0 TO 4.9 O 5.0 TO 5.9 O 6.0 TO 6.9 Fault PLATES I V&M JOB #13-209-P VINJE & MIDDLETON ENGINEERING, INC. • MSO Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 ISOLATION JOINTS AND RE-ENTRANT CORNER REINFORCEMENT Typical - no scaie RE-ENTRANT CORNER REINFORCEMENT NO. 4 BARS PLACED 1.5" BELOW TOP OF SLAB RE-ENTRANT CORNER CRACK NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACl). 2. In order to control cracking at the re-entrant comers (±270° corners), provide reinforcement as shown in (c). 3. Re-entrant comer reinforcement shown herein is provided as a general guideline oniy and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGiNEERING, INC. PLATE 9 V&M JOB #13-209-P RETAINING WALL DRAIN DETAIL Typical - no scale Waterproofing Perforated droin pipe droinaqe • Granular, non-expansive y backfill. Compacted. •'/ ^f^^ifjifi / Filter Materiol. Crushed rock {wrapped in filter fabric) or Class 2 Permeable Material (see specifications below) footing ^ Competent, approved •"'^^ soils or bedrock CONSTRUCTION SPECIFICATIONS: r 3/4 sieve stzE « PASSING 106 VoA ^\ „ '.2^4& %3tJ' ^ . . ^'< > 5-t5 • " D-7 N<?,200 0-3 ^ Sand'EqufvaleRt > 75 1. Provide granular, non-expansive backfill soil in 1:1 gradient wedge behind v/all. Compact backfill to minimum 90% of laboratory standard. 2. Provide back drainage for w/all to prevent build-up of hydrostaUc pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet at minimum 1 %. Provide %' - VA" crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Seal back of wall with v/aterproofing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. * Use 1 Vz cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGiNEERING, INC. PLATE 10 V&M JOB #13-209-P Development Services CERTIFICATION OF Development Services CITY OF SCHOOL FEES PAID Building Department 1635 Faraday Avenue CARLSBAD B-34 760-602-2719 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: HOLLERAN RESIDENCE Proiect ID: CT/MS: CB132786 2793 Elmwood St. 156-231-67-00 William & Marv Holleran Demo 940 sf home & rebuild 2.244 sf home Residential NEW DWELLING UNIT(S) 1, 304 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Residential Additions: Commercial/Industrial: City Certification of Applicant Information.- Square Feet of Living Area in SDU Net Square Feet New Area Net Square Feet New Area Date 05/29/2014 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD IXI Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) 1 1 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 1 1 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300x1166) 1 1 San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 x5514) B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THATTHE SCHOOL DISTRICT REQUIREIVIENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE CARLSBAD UNIFIED SCHOOL DISIRICr 6225 a CAMINO REAL CARLSBAD, CA 92009 PHONE NUMBER ^(cO 331-iyc^cc) B-34 Page 2 of 2 Rev. 03/09 'kll'H IffoU) Final Inspection required by: • Plan a CM&I • ^ISSUED acv. Approved j^/ Date By^ BUIUJING e&Ut..f^^fiu-1(2.1 N ir PLANNING ' ENGINEERING 11^7 IN FIRE Expedite? Y N AFS Checked by: HazMat APCD Health Forms/Fees sent Rec'd Due? By Encina Y N Fire V N HazHealthAPCD V N PE&M V N School Y N Sewer V N Stormwater Y N Special Inspection Y N CFD: Y N LandUse: Density: ImpArea: FY: Annex: Factor: PFF: Y N Comments Date Date Date Oate Building Planning Engineering '/6.//¥ Fire Need? tfl Done • Done 06-16-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCR14064 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 2793 ELMWOOD ST CBAD PCR 1562316700 Lot#: $0.00 Construction Type: CBI32786 0 NEW HOLLERAN RES- REVISION TO INCLUDE EXPANDING LIVING AREA BY 427 SF TO 2,244 status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 04/11/2014 LSM 06/16/2014 06/16/2014 Applicant: LARRY LIPKIN Owner: HOLLERAN FAMILY TRUST 07-15-97 13607 POWERS RD POWAY CA 92064 858-774-1957 2793 ELMWOOD ST CARLSBAD CA 92008 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $375.00 $0.00 $0.00 Total Fees: $375.00 Total Payments To Date: $375.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter coilectively 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 accordanoe 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/exaclions 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 previously been oiven a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise 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. OU?'^ Original Plan Check No. Cife / Project Address 2."^^"^ QiryNWoyX ^^~t^ Date l4 Contact Lz\.rrv^ L\'>f>Vx^ ph '&S^'^4 Fax Email \\\Y='W\'rv b coV:. . rv^O- Contact Address r^UTI 'R3^^>c/^ city VC^VK^ Zip ^^^^ General Scope of Work_ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: o r -oi 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets KiOuO ^?V-l<V^ \NJ\^^ C-^N^iV*-' Ow(X(),cc^ i>o J 5. Does this revision, in any way, alter the exterior of the project? '^jS^Yes 6. Does this revision add ANY new floor area(s)? /H^s • No T. Does this revision affect any fire related issues? • Yes """^^No 8. Is this a complete set? • Yes "^"^clsio ^Signature ^"^"^^ • No 1635 Faraday /Wenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: buliding@carlsbadca.gov www.carlsbadca.gov City of Carlsbad Permit No: Address Valuation Worksheet Assessor Parcel No. Date By Building Division Type of Work Area oF Work Multiplier VALUE SFD and Duplexes 2,244 $110.17 $247,221.48 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 492 $28.74 $14,140.08 Patio/Porch/Carport 380 $9.58 $3,640.40 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 688 $15.57 $10,712.16 Retaining Walls, concrete,masonry 285 $19.16 $5,460.60 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 2,736 $3.11 $8,508.96 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $289,684 Comm/Res (C/R): C Building Fee $1,440.42 Plan Checl< Fee $1,008.29 Strong Motion Fee $61.00 Green Bldg. Stand. Fee $8.00 Green Bldg PC Fee $150.00 License Tax/PFF $10,138.93 License Tax/PFF (in CFD) $5,272.24 CFD isthourof Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD $289,683.68 CFD 0 Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: EsGll Corporation In (Partnersfiip •with Qovemment for <BuiCfin£ Safety DATE: 5/27/14 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-2786 REV SET II PROJECT ADDRESS: 2793 Elmwood St. PROJECT NAME: Revisions to Holleran SFD I I The plans transmitted lierewitli iiave been corrected wiiere 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 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: Date contacted: (by: ) Email: llipkin@cox.net Fax #: fj Mail Teleptione Fax In Person yfK/ ^ REMARKS: PCR 14-064 1) The designer's signature Is missing from sheefC-1 of the owner set. 2) Only the revised sheets were submitted (01, A-1, A-2, A-3, A-6, A-8, T24 sheets, 81, 82, 83, and SDI through 8D4). I have slipped the City revised sheets into the originally approved plans to make a complete approved revised City II set. Please do the same with the enclosed owner revised II sheets and the originally approved owner set. Thank you. By: Tamara Fischer Enclosures: F£sGil Corporation U GA • FJ • MB • PC 5/20/14 93'20 Chesapeake D.-ive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnersfiip witH government for (BuiCdtng Safety DATE: 4/17/14 ^^PLICANT JURISDICTION: Carlsbad • PLAN REVIEWER PLANCHECKNO.: 13-2786 REV ''"^^^'^SET I PROJECT ADDRESS: 2793 Elmwood St. PROJECT NAME: Revisions to Holleran SFD n 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. 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. Xl The applicant's copy of the check list has been sent to: Larry Lipkin I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. [XI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Larry Lipkin Telephone #: 858 774-1957 Date contacted: (by*^jv-0 Email: llipkin@cox.net Fax #: ^?Mail Telephone yf^ Fax In Person ^ REMARKS: PCR 14-064 By: Tamara Fischer Enclosures: EsGil Corporation • GA • EJ • MB • PC 4/14/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-2786 REV 4/17/14 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 13-2786 REV JURISDICTION: Carlsbad PROJECT ADDRESS: 2793 Elmwood St. FLOOR AREA: 297 sq ft living area increase STORIES: 1 plus Basement 285 sq ft retaining wall HEIGHT: 20' approx REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/14/14 DATE INITIAL PLAN REVIEW COMPLETED: 4/17/14 PLAN REVIEWER: Tamara Fischer 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 2010 edition of the 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 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 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 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 13-2786 REV 4/17/14 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. 1. Signatures will be verified on final sets. 2. To avoid confusion in the field, please incorporate the changes into the original plans. a) Floor plan on A-1 and does not match changes at southeast corner of garage. b) Please revise building sections to reflect changes. c) Please incorporate the structural revisions shown on S-4 into the original plans. 3. Please specify min 1/2" gyp board on the garage side of the garage / dwelling wall up to the roof sheathing. R302.6. 4. There was a note required for final approval of the plans that did not get transferred to the revised set. It was on the foundation plan and read," Stepped footings to be provided where ground sloped more than 10% per soil report." 5. Please have the soil engineer review the changes to the foundation plan and site plans and provide a letter confirming that the foundation plan specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the revised construction documents. Also, please have the soil engineer specifically address the proposed standard site retaining walls In his or her letter confirming that they are appropriate for use on this project. 6. Please call out the slab in the new lower level living area. CONTINUED ON THE FOLLOWING PAGE Carlsbad 13-2786 REV 4/17/14 7. The detail references at the revised foundation plan need to be reviewed and revised. Please ensure that each detail referenced reflects the complete condition including floor framing and slabs. Specifically: a) 11/SD4 is referenced at the revised area but does not show a slab on both sides. b) 12/SD4 is referenced at the revised area where a retaining wall should be referenced. c) 3/SD4 is referenced at the SE corner of the garage, but it does not look like a retaining condition from the elevation. 8. Please show the floor framing above wine room and gym. 9. Since the floor diaphragm is not continuous at line 2, how is shear along wine cellar at that line resisted? 10. If the Carlsbad Special Inspection form has not been completed for the masonry construction and shear walls with nailing 4" o.c. or less, please complete the attached form. 11. Glazing areas / orientations used in the energy calcs need to be reviewed and revised. They appear to be way off. • 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 junsdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil Corporation. Thank you. Carlsbad 13-2786 REV 4/17/14 ^f ^ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Develooment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca .gov In accordance with Chapter 17 of the California Building Code the following must be completed when worl< being performed requires special Inspection, structural observation and construction material testing. ^reject/Permit: Project Address:. A. THIS SECTION IVIUST BE COIVIPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder • . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) (First) (M11 (Last) Mailing Address: EmalL Phone:_ I am: QProperty Owner QProperty Owner's Agent of Record PArchitect of Record QEngineer of Record State of California Registration Number.: Expiration Date: AGREEIVIENT: I, ttie undersigned, declare under penalty of perjury under ttie laws ofttie State of California, ttiat I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural obsen/ations, construction materials testing and off-site fabrication of building components, as prescritied in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature;_ Date:. B. CONTRACTOR'S STATEIVIENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706;. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name:_ Name: (Please print) Mailing Address; Email: Please check if you are Owner-Builder • (Last) Phone:_ State of California Contractor's License Number:. . Expiration Date:. • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans, • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, forthe method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will provide a ffna/ report / letter in compliance with CBC Section 1704.1.2 prior to reauestina final Inspection. Signature; _Date: B-45 Page 1 of 1 Rev. 08/11 Carlsbad 13-2786 REV 4/17/14 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: 13-2786 REV PREPARED BY: Tamara Fischer DATE: 4/17/14 BUILDING ADDRESS: 2793 Elmwood St. BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFD additional 297 retaining wall 285 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: • Complete Review D Repetitive Fee Repeats • Other • Hourly EsGil Fee • Structural Only $100.00 Hrs. @ * $375.00 $300.00 Based on hourly rate Comments: Sheet 1 of 1 PLANNING DIVISION Development Services Planning Division BUILDING PLAN CHECK Development Services Planning Division CITY OF APPROVAL 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.carisbadca.eov DATE: 4/15/14 PROJECT NAME: REVISIONS TO CB132786 PROJECT ID: PLAN CHECK NO: PCR14064 SET#: ADDRESS: 2793 ELMWOOD ST 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 ^ No You may aiso 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 shouid inciude corrections from ali divisions. Q This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: LLIPKIN@COX.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 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.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 Cvnthia.Wong@carlsbadca.gov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: REVIEW #: Plan Check No. PCR14064 Address 2793 ELMWOOD ST Date 4/15/14 Review # 1 Planner GINA RUIZ Phone (760) 602- 4675 Type of Project & Use: REVISIONS TO CBI 32786 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: ) 2 3 Legend: ^ Item Complete Q Item Incomplete - Needs your action • • Environmental Review Required: YES • NO |EI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • Discretionary Action Required: YES • NO IEI TYPE APPROVAL/RESO. NO. DATE PROJECTNO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: n n Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO JEl CA Coastal Commission Authority? YES • NO ]^ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): • • Habitat Management Plan Data Entry Completed? YES • NO |EI 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!) D Q Inclusionary Housing Fee required: YES D NO K (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • Housing Tracking Form (form P-20) completed: YES • NO • N/A p-28 Page 2 of 4 07/11 Site Plan: • • City Council Policy 44 - Neighborhood Architectural Design Guidelines 13 • • 1. Applicability: YES • NO 13 Kl • • 2. Project complies: YES • NOD Zoning; S • • 1. Setbacks: Front: Required 201 Shown 20' (WITH 2' DECK OVERHANG OK PER 21.46.120) Interior Side: Required 8^ Shown 11.9' Street Side: Required 10_ Shown 10' (WITH 2' DECK OVERHANG OK PER 21.46.120) Rear: Required VT Shown 3V_ Top of slope: Required N/A Shown N/A K • • 2. Accessory structure setbacks: CARPORT (TOTAL AREA 380 SQ. FT. - EAVES NOT INCLUDING AS THEY ARE LESS THAN 30" - OK PER DEFINITION 21.04.061) Front: Required 20; Shown 20'+ Interior Side: Required 51 Shown 52' Street Side: Required lO; Shown ir Rear: Required 5; Shown 5' (WITH 1' OVERHANG OK PER 21.46.120) Structure separation: Required 10^ Shown 10.1' Kl • • 3. Lot Coverage: Required 40% MAX Shown 28.7% Kl • • 4. Height: HOUSE Required 30' & 2 stories MAX (5:12 PITCH STATED. 1 stop/ house w/ gym & wine cellar below first floor) Shown 25^ ROOF DECK Required 24' MAX (FLAT) Shown 19: CARPORT Required 14' (4:12 PITCH STATED ON A-4) Shown 12: Sight Distance Corridor for Comer Lots: Required EVERYTHING WITHIN THE SIGHT DISTANCE CORRIDOR MUST BE LESS THAN 3.5' IN HEIGHT Shown Buildinq wall outside of sight distance corridor (eave ok) Kl • • 5. Parking: Spaces Required 20'x20' FREE AND CLEAR Shown sink moved outside of 20'x20' free and clear space (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown S D D Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GINA RUIZ DATE 4/15/14 p-28 Page 3 of 4 07/11 PLAN CHECK PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE:04/30/14 PROJECT NAME: HOLLERAN RESIDENCE PLANCHECKNO: 1 SET#: ADDRESS: 2793ELMWOOD VALUATION: $ ADDING ADDITIONAL SFTO NEW SFD PROJECT ID: PCR 14 64 APN: / This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: KATHLEEN LAWRENCE 04/30/14 A Final Inspection by the Division is required Yes / No 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: LLIPKIN@COX.NET 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 ENGlNEElitiNG 760-602-2750 FIRE PREVENTION 760-602-4665 Chris.Sexton@carlsbadca.gov / Kathleen Lawrence ^ 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Gregorv.Rvan@carlsbadca.gov C-^ii':;-! r'^fjiz Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cvnthia.Wong@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: NO ENG FEES NO CHANGE IN USE Holletan Residence 2793 Elmwood Street Carlsbad, CA 92008 Sttuctutal Calculations -13147 Quails Engineeting Structutal Eogineeniig Services Design Decisions 13067 Powers Road Poway, CA 92064 Phone: (858) 774-1957 Fax: (858) 748-6908 Quails Engineering sheet Structural Engineering Services Project: HoDetan Readence Job#: 13147 En^neeK Brian Quails Date: /f^//f^ Cottection Responses CottectiQO^; See revised plans with slab callout Cggectiga 7; See revised plans with correct detail callouts. Cottection 8: See revised plans with fioor framing specified. Cottection 9! There will be a flush beam with drag straps providing continuity. Cottection 10; See revised structural notes with special inspection added for shear wall nailing. Quails Engineering Structural Engineenng Services Sheet: Hollezaa Residence Project: Eogineer. Brian Qvnlb Job#: 13147 Date: fU^ffj^ DESIGN BASIS GOVERNING CODE: CONCRETE: REINFORCING STEEL: MASONRY: SAWN LUMBER: PARALLAMS/TJI/LVL 2010 CBC f c = 2500 PSI (MINIMUM) ASTMA615.Fy = 60KSI fm = 1500 PSI (MINIMUA^ DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2010 CBC. WEYERHAEUSER - ICC ESR 1387 (LVL/PSL/LSL MEMBERS) PROJECT SCOPE Project consists of a proposed approximate 2400 square foot single story single Eunily residence with a rooftop deck and attached garage located at 2793 Elmwood Street Carlsbad, CA 92008. The proposed residence is primarily constructed utilizing wood firame construction with 2x metal plated roof trusses and a combination of raised wood floor ftaming and lypical slab on grade with turned down footings. There has been a soils report provided for this project by Vinje and Middleton dated 9-16-2013 therefore the foimdation design will be based on recommendation per the project geotechnical engineer. QuaUs Engineering Structufal Engineering Services Pioject Engineer Brian QuaHs Sheet Job#: Date: Pitched Roofi Dead Load (DL) Flom/Dcclc Dead Load (DL) Roofing 5.0 psf Flooring 4.0 psf l/2"PV»raod 1.8 psf 3/4"Plywood 2.8 psf Trass Flaming 4.0 psf Flaming 2.0 psf Lnsulatkm 0.5 psf Iitsulation 0.5 psf l/2"Gyp.Bd 2.2 psf 5/8"C^Bd. 3.0 psf Medbu/Efec 0,5 psf Mech./mec 1.5 psf Misc. 1.0 Dsf Misc. 1.2 osf DLI = 15.0 psf DLI:= 15.0 psf i(LL) live Load (IX) LL2: = 20.0 psf (Reducible) 40.0 t>sf 5;DL + LL = 35.0 psf 5:DL + LL = 55.0 psf Walk: Stud Walls Exterior Walls Inttriot Walls 15.0 psf 7.0 psf Allowable Soils Bearing FtcHote: ASBP ==1,500 p«f @ 12 indies below lowest adjacent finished gtade. Seismic: Site Class: D Ss = 1.293 S,= 0.487 Oocnpancy Cate^iy U Fa= 1.00 Fv = 1.51 SMS= 1.29 SM, - 0.74 Sns= 0.86 SDI =0.49 Wind Load; Basic VClnd Speed: Exposure: Importance Factor Rei^xmse Redundan Cs Importance Mod. Factor Factor, Sos/(R/Q Factor,I R rho (LRFD) 1,00 6,5 1.3 0.172 C 1.00 Ca W(R/3D (ASD) 0.123 MWFRS P = Lambda X Ka XIX P^TO P = 13.7 psf Conftonents & Cladding P = Lambda X Ka XIX Pnajo P= 27.1 psf Lambda = 1.29 1.0 10.6 21.0 Protect - Loading QuaUs EngUieering Sttuctiual Engineering Services Project Koi.f g^M'''^ Engmeer Brian Quails Sheet > Job#: l^ll'f Date: f ill —f * AAAA^-flm''^ 1 ~— 2^ f ^^iccfli*'ff.A f- 2:= G^'7/»vT QuaUs Engineering Structural Engineering Services Project l4iiU(^(fttAA/ Engineer Brian Quails Sheet ^ Date: f ~ •4 ^ ^ f 1 QuaUs Engineering Stroctunl Engineering Senrioes Project _Jio±i^eMj»{ Engmeec Brian Sheet ^ Job#: l^M7 Date: VI/» Tor\u 6^#t^ Lot^t^ ) (V- flr • • r.. • \[p\^''lAl'i^ft''f^'^Ofl-P QuaUs Engineering Structural Engineering Services Project Engineer Brian QuaHs Sheet Job#: X'iliJ Date: &tiM^ Gl (Z- 7> i<^^li-^ OK St y^^t* V/ tr^ ifO/^,S ^ ft tj> \f QuaUs Engineering sheet 7 Sttuctutal En^neering Services Project Hbu-tcAA/^ Job#: ^^147 Engineer Brian Quails Date: FQVKPAtlON PESIgN AHIPwabte Soiite Bcimng Capiwity 2000 psf Founds^tion design b= 15 d= 18 Use: 15 inch wide x 18 deep footing widi 2 #4 top and bottom Maxlineload w^ = bxASBP = 2500 plf Max point load P^ = bx2dxASBP = 7500 lbs Spread footing design P^ = b'xASBP F2~ 2 foot square footiogwith 3 #4each way @ btm P„^= 8000 lbs F2.5=! 2.5 foot square footing with 3 #4eacb way @bttn Pm«= 12500 lbs F3 = 3 foot square footingwith 4# 4each way @ btm P„^= 18000 lbs F3.5= 3.5 foot square footiogwith 4# 4 eadi way @ btm P^ = 24500 lbs F4 = 4 foot square footing with 5 # 4 each way @ btm P^= 32000 lbs F5 = 5 foot square footing with 6 # 4 each way @ btm P„^ - 50000 lbs Foundation Design Quails Englnssrlng Structural Engineering ServicM www.quallsens.com (760)682-»257 Titie : Holleran Job# : 13147 Description.... Typical 4 foot retainirm wall Dsg/nr. B. Quails Page: Date: 8 NOV 2013 A. This WaU in Fie: c:\uaeiBV)wnef\dropbo)rtqe\l)fian quafls engine RalalnPm 10 (c) 1987-2012. BuHd 10.12.9.28 LiCMW«:KWMI6080916 License To: Quails Englneerino Cantilevered Retaining Waii I3esign )ode: ceo 20io>vci 318-08ACI 530-08 Criteria Retained Height ' 4.B7tt Wall height at>ove soil « 0.6711 Slope Behind Wall = 5.00:1 Height of Soil over Toe > 0.00 in Water height over heel » 0.0 ft I ISoliData AHow Soii Bearing 2,000.0 P»f Equivalent FhiM Pressure Method Heel Active Pressure • 42.0 psMt Passive Pressure E 385.0 psi/ft Sou Density. Heel S 128.00 pcf SoH Density, Toe a 0.00 pcf Footing||S<M Friction = 0.400 Soli height to ignoie fbr passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel a Q.Q psf Used To Resist Sliding & Oveitumiiitg Surcharge Over Toe > 0.0 psf Used for Sliding & Overturning 1 I l^eral Load Applied to Stem | Axial Load Applied to Stem li Axial Dead Load « 500.0 ibs Axial Live Load « 700.0 lbs Axial Load Eccentricity <> O.Oin Design Summaiy | Lateral Load - 0.0«fft ...Height to Top » 0.00 ft ...Height to Botiom - 0.00 ft The above lateral load has been increased l .OO by a fector of Wind on Exposed Stem » 0.0 psf Adjacent Footing Load iS3sSSei!tP^S3Toa3r^'""' Footing Width - EccenMcHy « Wail to Ftg CL Dist « Footing Type Base Above/Bekwv SoH at Back of Wail * Poisson's Ratio * 0.00 ft O.OOin 0.00 ft Line Load 0.0 ft 0.300 WWI StaUIHy Ratloe Overtuming Sliding Total Bearing Load ...resuttant ecc. 1.51 OK 1.54 OK 2,398 B» 3.59 in Soli Pressure Q Toe = 1,917 psf OK Soil Pressure Q Heel « 215 psf OK Allowable = 2,000 psf SoH Pressure Less Than AUowable ACI Factored Q Toe ACI Factored Q Heel Footing Shear Q Toe Footing Shear Q htee) Allowable 2,524 psf 283 psf 11.7 psi OK 1.0 psi OK 75.0 psi Sliding Calcs (Veitical Component NOT Used) Lateral Sliding Force s 816.8 ibs less 100% Passive Force a - 577.5 ibs less 100% FricHon Force » . 679.4 B>s Added Force Req'd - 0.0 lbs OK ....for 1.5:1 Stability » 0.0 U)s OK Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC2010.ACI 1.200 1.600 1.600 1.600 1.300 Stem Conetructlon Design HeigM Above FtE ft< WaH Material Above "HT < Thickness Rebar Size RebarSpadng Rebar Plaoed at ° Design Data tafFB + te/Fa = Total Force O Sectton Ibs > Moment.. Actual ft#< MomanL...AHowable ° Shear.... Actual psi' Shear.....Alk>wabie psi» WaHWWght RebarOepth'd* in> LAP SPUCE IF ABOVE in ' LAP SPUCE IF BELOW in' HOOK EMBED INTO FTG in' MlasonryData fm Fs Solid Grouting Use Half Stresses Modular Ratio 'n' Short Term Factor Equiv. SolMThtek. Masonry Btock Type Masonry Design Method Concrete Data fc psi Fy psi TopStsm Stem OK 0.00 Masonry 8.00 * 5 16.00 Edge 458.0 712.9 1,812.8 7.3 38.7 78.0 5.25 30.00 7.00 psi> psi» in' 1,500 20.000 Yes n/a 21.48 1.000 7.60 Medium Weight ASD Quelle Engineering Structural Engineering Services www.qualiseng.com (760)652-8287 TiUe : Hoilenm Job# : 13147 Descriptton.... Typical 4 foot rstalning vMil Page: Dsgnr B. Quails Date: 8 NOV 2013 This WaH in File: c•^user8\owne^^d^opboxVqe\brian quaHs engine MMnPto 10 (c) 1987-2012, BuOc110.12.9.28 Uc«is*:KW4M0e9918 Ucense To: Quails Englnssrlng Cantilevered Retaining Wall Design ^ode: CBC 20io,ACi 318-08,ACI SSO-OS ToeWklth HeelWktth Total Footing Wklth Footing Thtokness Key Wklth Key Depth Key Distanoe from Toe 1.26 ft 1.00 2.25 18.00 in 12.00 in 6.00 in 1.25 ft fc* 2,500 psi Fy 60,000 psi Footing Concrete Density » 150.00 pcf Min. As % - 0.0018 Cover O Top 2.00 @Btm.'= 3.00 in Fsctorsd Pressure >« 2,524 Mu': Upward « 34 Mu': Downward > 4 Mu: Dssign " 31 Actual 1-Way Shear » 11.72 Alow 1-Way Shear - 75.00 ToeRebifoicing » #4 018.00in Heel Reinforcing » #4® 18.00 in Key Relnfbrcing > #4® 9.50 in Other Acceptable Sizes & ^aadngs Toe: Not req'd, Mu<S*Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Heel 283 psf 5ft4r 14ft.# 9n-4 0.97 psi 75.00 psi Sumnnu^ofOj^^ J OVERTURNING.. Force Distance Moment Vos ft ft^ Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load • Load O Stem Above SoU » 816.8 2.08 1.698.1 Total 816.6 O.T.M. 1.6 ReslsUngfOvsitumIng Ratio " 1.61 Verttoal Loads used for SoH Pressure a 2,398.4 lbs Verttoal component of active pressure NOT used for soU pressure SoH Over Heel » Stoped Son Over Heel " Surcharge Over Heel = Adjacent Footing Load « Axial Dead Load on Stem » * Axial Uve Load on Stem = Soil Over Toe « Surcharge Over Toe " StamWeight(s) » Earth O Stem Transitons* Footing Weight KeyW^ » Vert Component « Total" RESISTING..... Force Distance Moment Ibs ft ft-# 199.3 1.4 500.0 700.0 416.5 506.3 75.0 2.08 2.14 1.58 1.58 1.58 1.13 1.75 1,6 1.4 U)s iUI." 415.1 3.0 791.7 1,108.3 659.5 569.5 131.3 2.570.1 * Axial Hve toad NOT included in totai displayed, or used for overtuming resistance, but is included fbr soH pressure calculatton. DESK3NER NOTES: ViNTE & MIDDLETON ENGINEERING, INC. 2450 Auco Park Way Escondido, California 92029-1229 Job #14-139-F Phone (760) 743-1214 Fax (760) 739-0343 May 6, 2014 Mr. Shanon Chilson Mirabella Design / Build 140 Woodward Avenue Escondido, California 92025 Geoteclmical Pian Cliange Review, Proposed Residential Reconstruction 2793 Elmwood Street, Carisbad, California (A.P.N. 156-231-67) We have received and reviewed the project Site Plan (Sheet C-1) prepared by Design Decisions dated October 18, 2013, and revised building foundation plan and details (Sheets S-4 and SD -4) prepared by Quails Engineering Structural Engineering Services dated April 1,2014 for the above-referenced single-family residential reconstruction. We are also In receipt ofthe EsGil Corporation review comments entitled Revisions to Holleran SFR, Plan Check No. 13-2786 REV. dated April 17, 2014. Project remedial grading engineering observations and compaction testing services were provided by this office. Original soil investigation prior to the actual construction works were also completed by this office. Reference is made to the following pertinent reports: A. "Report of Geotechnical Engineering Observation and Compaction Testing, Remedial Grading, 2793 Elmwood Street, Carlsbad, California," prepared by this office, Job #14-139-F, dated April 7, 2014. B. "Geotechnical Investigation, Proposed Residential Reconstruction, 2793 Elmwood Street, Carlsbad, Califomia (A.P.N. 156-231-67)," Job #13-209-P, prepared by this office, dated September 16, 2013. The purpose of this effort was to carry out a review of the project site plan with regards to additions of new site retaining walls along portions of south and westerly property lines, and conversion of portions of the building interior east of the garage and south of the storage room into a wine room. Our response and/or clarifications to geotechnical issue(s) raised by the EsGil Corporation is also provided herein. Based on our review ofthe pertinent plan revisions, a review ofthe referenced reports and our up to date field engineering observations and testing services carried out at the site, the proposed new property line retaining walls and wine room conversions are feasible and acceptable from a geotechnical engineering view point. The following comments are appropriate: Mr. Shanon Chilson Mirabella Design / Build Maya, 2014 Page 2 1. Planned new retaining walls along portions of the southern and western property lines will be less than 5 feet high maximum. The new wall locations will be outside the limits of remedial grading works completed at the project property as outlined in the Reference A report. Underlying dense and competent natural Terrace Deposits suitable for wall foundation support also occurs at relatively shallow depths on the order of 2 feet. Consequently, retaining wall foundations should be adequately extended and embedded a minimum of 12 inches into the underlying dense undisturbed natural Terrace Deposits as approved in the field. Alternatively, the bottom of foundation trench can be over-excavated to the underlying dense undisturbed natural Terrace Deposits, or at least 12 inches below the bottom of footing, whichever is more, and reconstructed to the bottom of foundation elevation with minimum 90% compacted fills (per ASTM D-1557). The wall foundation excavations and final bearing soils should be tested and approved by the project geotechnical engineer prior to steel reinforcement placement. Wall backfill and backdrains should be in conformance with the recommendations provided in the Reference B report. 2. The interior slab-on-grade wine room conversion is now completed at the site. The interior wine room conversion area is located with the building pad re-graded under the engineering observations and testing provided by this office. The wine room bearing and slab subgrade soils preparation as well as foundation excavations and construction were performed in substantial compliance with the referenced project reports and our field recommendations, and are acceptable from a geotechnical view point. 3 In accordance with the EsGil Corporation comments (dated April 17,2014), we have reviewed the foundation plan changes, and site plan revisions with regards to new wall construction, and have found them in substantial conformance with the project pertinent soil reports (see References) and our recommendations. The proposed standard site retaining walls are also appropriate for the project property and are acceptable from a geotechnical engineering standpoint. This opportunity to be of service again is sincerely appreciated. Should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #14-139-F will help to expedite our response to your inquiries. Distribution: Addressee (3, email) VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029-1229 • Phone (760) 743-1214 BUILDING ENERGY ANALYSIS REPORT PROJECT: Will & Mary Holleran 2793 Elmwood St Carlsbad, CA 92008 Project Designer: Design Decisions 13607 Powers Rd Poway, CA 92064 858-774-1957 Report Prepared by: Gary Faucette A.V. Energy & Associates 45263 7th Street East #43 Lancaster, CA 93535 661-723-6694 Job Number: 7782 Date: 5/19/2014 The EnergyPro computer program lias been used to perform the calculations summarized in this compliance report. This program has approval and Is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards., This program developed by EnergySoft, LLC - www.energysoft.ci EneravPro 5.1 by EnergySoft User Number: 6055 RunCode: 2014-05-19712:47:29 ID. Liue Quiioing energy cniciency aianoaras.a TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form IVIF-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 15 Form ECON-1 Energy Use and Cost Summary 17 Form ECON-2 Energy Upgrade Recommendations 18 Form UTIL-1 R Utility Incentive Worksheet 19 EnergyPro 5.1 by EnergySoft Job Number: ID: 7782 User Number 6055 PERFORMANCE CERTIFICATE: Residential (Part lot 5) CF-IR Project Name Will & Mary Holleran Building Type B Single Family • Addition Alone • Multi Family • Existlng-t- Addition/Alteration Date 5/19/2014 Project Address 2793 Elmwood St Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,274 Addition n/a # of Stories 2 FIELD INSPECTION ENERGY • Yes • No HERS Measures - If • Yes • No Special Features ~ If CHECKLIST Yes, A CF-4R must be provided per Part 2 of 5 of this form. Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ff) Features (see Part 2 of 5) Status Floor Wood Framed w/Crawl Space R-19 1,847 New Wall Wood Framed R-13 1,944 New Door Opaque Door None 120 New Roof Wood Framed Attic R-30 1,847 New Slab Unhealed Slab-on-Grade None 427 Perim = 86' New FENESTRATION U- Exterior Orientation Area(ff^ Factor SHGC Overhang Sidefins Shades Status Front (E) 113.5 0.390 0.37 none Bug Screen New Left (S) 53.9 0.390 0.37 none Bug Screen New Rear(W) 212.2 0.390 0.37 none Bug Screen New Right (N) 64.0 0.390 0.37 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 93% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DiSTRiBUTiON Location Heating Cooling Duct Location Duct R-Value Status HVACS Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Q*y- Type Gallons MIn. Eff Distribution Status Instant Gas 0.84 Kitchen Pipe Ins New EnergyPro 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 3 of 19 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-IR Project Name Will & Mary Holleran Building Type B Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Oate 5/19/2014 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that othenwise complies based on the adequacy of the special justification and documentation submitted. HERS REOUIRED VERIFICATION Items 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 listed below for final to be given. The HVAC System HVACS incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. EnergyPro 5.1 bv EnergySoft User Number: 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 4 of 19 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-IR Prqect Name Will & Mary Holleran Building Type B Single Family D Addition Alone • Multi Family • &a'sting+ Addition/Alteration Date 5/19/2014 ANNUAL ENERGY USE SUMMARY "•"•^^ (kBtu/ft^-yr) standard Proposed Margin "•"•^^ (kBtu/ft^-yr) Space Heating 8.95 7.61 1.34 Space Cooling 600 7.25 -1.26 Fans 3.99 4.34 -0.35 Domestic Hot Water 16.06 11.43 4.63 Pumps 0.00 0.00 0.00 Totals 34.99 30.64 4.36 Percent Better Than Standard: 12.5% BUILDING COMPLIES HERS VERIFICATION REQUIRED Fenestration Area Building Front Orientation: Number of IDwelling Units: Fuel Available at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: (E) 90 deg 1.00 Natural Gas 1.847 427 8.8 0.39 0.37 Ext. Walls/Roof (E) (S) (W) (N) Roof Wall Area 808 446 807 447 1,847 TOTAL: Fenestration/CFA Ratio: 114 54 212 64 0 444 19.5% REMARKS STATEIMEI^ OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the Califomia Code of Regulations. A.V. ENEBGY & ASSOCIATES Califomia Title 24 Gary Faucette Energy Consi-ltant The documentation author hereby certifies that the documentation is accurate and complete Documentation Author Company ^ ^- * Assodatos Address CIty/State/ZIp L^caster, CA 93535 Name (Sary Faucette Phone 661-723-6694 5' Slaoed The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and buiiding envelope sealing require installer testing and certificatran and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Decisions Address 13607 Powers Rd City/Stale/ZIp Poway, CA 92064 License # Name l-arryUpkin Phone 858-774-1957 EnermPro 5.1 bv EnerovSoU User Numt>er. 6055 RunCode: 2014-08-19712:47:29 ID: 7782 Paae5 of 19 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-IR Project Name Will & Mary Holleran Building Type El Single Family • Multi Family • Addition Alone • Existing+ Addition/Alteration Date 5/19/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Floor 1,847 0.037 R-19 0 180 New 4.4.1-A4 IsWzone Wall 427 0.102 R-13 90 90 New 4.3.1-A3 Istflzone Door 18 0.500 None 90 90 New 4.5.1-A4 Istn zone Wall 275 0.102 R-13 180 90 New 4.3.1-A3 Istfl zone Door 18 0.500 None 180 90 New 4.5.1-A4 1stfl zone Wall 333 0.102 R-13 270 90 New 4.3.1-A3 Istfl zone Door 21 0.500 None 270 90 New 4.5.1-A4 Istfl zone Walt 294 0.102 R-13 0 90 New 4.3.1-A3 Istfl zone Roof 1,847 0.031 R-30 90 30 New 4.2.1-A20 Istflzone Slab 427 0.730 None 0 180 New 4.4.7-A1 Basement Level Wall 250 0.102 R-13 90 90 New 4.3.1-A3 Basement Level Wall 78 0.102 R-13 180 90 New 4.3.1-A3 Basement Level Door 21 0.500 None 180 90 New 4.5.1-A4 Basement Level Wall 199 0.102 R-13 270 90 New 4.3.1-A3 Basement Level Door 42 0.500 None 270 90 New 4.5.1-A4 Basement Level Wall 89 0.102 R-13 0 90 New 4.3.1-A3 Basement Level FENESTRATION SUR FACE DETAILS ID Type Area U-Factor' SHGC" Azm Status Glazing Type Location/Comments 1 Window 113.5 0.390 NFRC 0.37 NFRC 90 New Milgard Classic Low-E Vinyl Istn zone 2 Window 63.9 0.390 NFRC 0.37 NFRC 180 New Milgard Classic Low-E Vinyl Istfl zone 3 Window 204.2 0.390 NFRC 0.37 NFRC 270 New Milgard Classic Low-E Vinyl Istn zone 4 Window 53.6 0.390 NFRC 0.37 NFRC 0 New Milgard Classic Low-E Vinyl Istfl zone 5 Window 8.0 0.390 NFRC 0.37 NFRC 270 New Milgard Classic Low-E Vinyl Basement Level 6 Window 10.4 0.390 NFRC 0.37 NFRC 0 New Milgard Classic Low-E Vinyl Basement Levei (1) U-Factor Type: 116-A: (2) SHGC Type: 116-B; : Default Table from Standards, NFRC = Labeled Value : Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Len Right Fin Hgt Bog Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 EnergyPm 5.1 bv EnergySoft User Number: 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 6 of 19 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name Will & Mary Holleran Building Type Ql Single Family • Addition Alone • Multi Family • Exlsting+ Addition/Alteration Date 5/19/2014 BUILDING ZONE INPOF MATION System Name Zone Name Floor Area (ft'') Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built HVACS Isf fl zone 1,84/ r 16,623 Basement Level 42/ r 3,416 Totals 2,271 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVACS 1 Central Furnace 93% AFUE Sp//f Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status HVACS Ducted Ducted Attic, Ceiiing Ins, vented 8.0 New • • • • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (gal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status RInnai REU-V2520FFUD-1 1 Instant Gas Kitchen Pipe Ins 180,000 0 0.84 n/a n/a New MULTI-FAMILY WA1 rERH EATING DETAI LS HYDR ONIC flEATING SYSTEM PIPING Control Hot Water Piping Length (ft) Add 'AT Insulation System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty. HP Plenum Outside Burled Add 'AT Insulation System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnergyPm 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 7 of 19 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name Date Will & Mary Holleran 5/19/2014 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1R, CF-1R-ADD, or CF- 1R-ALT Form) shall supersede the Items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1R Form with plans. Building Envelope Measures: §116(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§150(c): Minimum R-13 insulation In wood-frame wall or equivalent U-factor. *§150(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM £1677-95(2000) when specified on the CF-IR Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(1): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(1)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(1)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 Internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(1)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction iines includes a vapor retardant or is enclosed entirely in conditioned space. §150(j)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 8 of 19 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Will & Mary Holleran Date 5/19/2014 §150(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602,603,604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150(m)7: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating or a pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Ligliting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: Lighting integral to exhaust fans. In rooms other than kitchens, shall meet the applicable requirements of §150(k). §150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of pennanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ftzor 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when; all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries In garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabiriet, EnergyPro 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 9 of 19 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R Project Name Will & Mary Holleran Date 5/19/2014 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancv sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150(k)11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Undenwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Intemally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130,132,134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131.134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings writh four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 10 of 19 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Will & l^ary Holleran Date 5/19/2014 System Name HVACS Floor Area 2,274 ENGiNEERING CHECKS SYSTEM LOAD Numtwr of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 74,000 Total Room Loads 1,239 26,310 2,476 525 26,371 Total Output (Btuh) 74,000 Return Vented Lighting 0 Output (Btuh/sqft) 32.5 Return Air Ducts 642 846 Cooling System Return Fan 0 0 Output per System 59,500 Ventilation 0 0 0 0 0 Total Output (Btuh) 59,500 Supply Fan 2,557 -2,557 Total Output (Tons) 5.0 Supply Air Ducts 642 846 Total Output (Btuh/sqft) 26.2 Total Output (sqft/Ton) 458.6 TOTAL SYSTEM LOAD 30,151 2,476 25,506 Air System CFM per System 1,916 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,916 Carrier 38HDR060—3 w/ FX4C060 50,118 8,192 74,000 Airflow (cfm/sqft) 0.84 Airflow (cfm/Ton) 386.4 Outside Air (%) 0.0 % Total Adjusted System Output 50,118 8,192 74,000 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Nota: values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34 °F 68 °F Outside Air 0 cfm 68 °F M 69 "f 115 °F •I>=9| 1 Supply Fan Heating Coll 1,916 cfm 115°F ROOM 68 °F _J COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 °F Outside Air 0 cfm 75 / 62 °F < « 75 / 62 °F 77 / 62 °F 55 / 54 °F ^ P Supply Fan 1,916 cfm Cooling Coil 46.6 % 1 55 / 54 °F ROOM I— 75 / 62 °F I EnergyPm 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 11 of 19 ROOM LOAD SUMMARY Project Name Will & Mary Holleran Date 5/19/2014 System Name HVACS Floor Area 2,274 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible IsW zone Isf fl zone 1 1,023 21,726 1,511 1,023 21,726 1,511 394 19,790 Basement Level Basement Level 1 216 4,584 964 216 4584 964 131 6,581 PAGE TOTAL TOTAL * 1,239 26,310 2,476 525 26,371 PAGE TOTAL TOTAL * 1,239 26,310 2,476 525 26,371 * Total Includes ventilation load for zonal systems. EnemvPm 5.1 by EnemvSoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Paae 12 of 19 ROOM HEATING PEAK LOADS Project Name Will & Mary Holleran Date 5/19/2014 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area 1st fl zone 1,847.0 ft' 68 "F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Conduction Area U-Value AT°F Btu/hr R-19 Floor Crawispace 1,847.0 X 0.0370 X 34 -2,324 R-13 Wall 1,328.2 X 0.1020 X 34 -4606 Milgard Classic Low-E Vinyl 425.2 X 0.3900 X 34 5,638 Wood Door 57.0 X 0.5000 X 34 969 R-30 Roof Attic 1,847.0 X 0.0310 X 34 -1,947 X X X X X X — X X s X X s X X - X X - X X X X — X X - X X - X X M X X S X X Sm X X - X X S X X - X X X X - X X X X X X X X —. X X - X X - X X - Items shown with an asterisk (*) denote conduction through an Interior surface to another room Page Total 15,484 lnfiltratlon:[ too X 1.078 X 1,847 X Schedule Air Sensible Area 9.00 Fraction Celling Heigfit X 0.424 /60] X 34 - ACH AT 4307 TOTAL HOURLY HEAT LOSS FOR ROOM 19,790 EnergyPm 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 13 of 19 ROOM HEATING PEAK LOADS Project Name Will & Mary Holleran Date 5/19/2014 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Basement Level 427.0 ft' 68 "F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Conduction Area U-Value AT-F Slab-On-Grade perim = 86.0 X 0.7300 X 34 S R-13 Wall 615.8 X 0.1020 X 34 = Wood Door 63.0 X 0.5000 X 34 SS Milgard Classic Low-E Vinyl 18.4 X 0.3900 X 34 — X X - X X s X X B X X B X X - X X - X X - X X s X X ss X X s X X = X X s X X = X X B X X — X X - X X - X X B X X — X X - X X — X X X X - X X - X X - X X — X X SS Items shown wifh an asterisk (*) denote conduction through an Interior surface to another room Page Total Btu/hr 2,135 2,136 1,071 244 5,585 lnflltratlon:[ 1.00 X 1.078 X 427 X Schedule Air Sensible Area 8.00 X 0.477 /60] X 34 B Fraction Celling Height ACH AT 996 TOTAL HOURLY HEAT LOSS FOR ROOM 6,581 EnergyPm 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 14 of 19 RESIDENTIAL ROOM COOUNG LOAD SUMMARY Project Name Will & Mary Holleran Dane 5/19/2014 ROOM INFORMATION DESIGN CONDITIONS Room Name Fioor Area 1st fl zone 1,847.0 ft' 75 "F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature 83 °F 68 °F 10 °F Opaque Surfaces Orientation Area U-Factor CLTD^ Btu/hr R-19 Floor Crawispace 1,847.0 X 0.0370 X 9.0 mm 615 R-13 Wall (E) 426.5 X 0.1020 X 18.0 SS 783 Wood Door <£) 39.0 X 0.5000 X 18.0 -351 R-13 Wall (S) 275.1 X 0.1020 X 11.0 — 309 Wood Door (S) 18.0 X 0.5000 X 11.0 -99 R-13 Wall (W) 332.8 X 0.1020 X 18.0 -611 R-13 Wall (N) 293.8 X 0.1020 X 8.0 -240 R-30 Roof Attic (E) 1.847.0 X 0.0310 X 42.0 -2,405 X X — Page Totai 5,412 Items shown with an asterisk (*) denote conduction through 1. Cooling Load Temperature Difference (CLTD) an interior surface to another room. Shaded Unshaded Fenestration Orientation Front Window Left Window Rear Window Right Window (E) (S) (W) (N) Area GLF Area GLF Btu/hr o.a X 143 + 113.5 X 36.3 s 4117 0.0 X 14.3 + 53.9 X 16.0 -864 0.0 X 143 + 204.2 X 36.3 s 7,407 0.0 X 143 + 53.6 X 143 -767 X + X s X + X — X + X X + X — X + X ss Page Total 13,154 Internal Gain Btu/hr Occupants Equipment 4.0 1.0 Occupants Dwelling Unit 230 1,600 Btuh/occ. Btu 920 1,600 Infiltration: 1.078 X Air Sensible 0.73 X CFM 101.07 X ELA 639 AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21,726 Latent Gain Btu/hr Occupants 40 Infiltration: 4834 Air Sensible 0.73 Occupants X 200 Btuh/occ. 800 101.07 0.00199 CFM ELA 711 AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1.511 EnemvPro 5.1 bv EnemvSoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Paae 15 of 19 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Will & Mary Holleran Date 5/19/2014 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Basement Level 427.0 ft' 75 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature 83 °F 68 °F 10 °F Opaque Surfaces Orientation Area U-Factor CLTD^ Btu/hr R-13 Wall (E) 249.6 X 0.1020 X 18.0 SS 458 R-13 Wall (S) 78.2 X 0.1020 X 11.0 B 88 Wood Door (S) 21.0 X 0.5000 X 11.0 B 116 R-13 Wall (W) 199.2 X 0.1020 X 18.0 B 366 Wood Door (W) 42.0 X 0.5000 X 18.0 s 378 R-13 Wall (N) 88.8 X 0.1020 X 8.0 B 72 X X B X X B X X B Page Total 1,478 Items shown with an asterisk (*) denote conduction through an Interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr Left Window Basement Level Right Window Basement Levei (W) (N) 0.0 0.0 14.3 14.3 8.0 10.4 36.3 14.3 Page Total 290 149 439 Internal Gain Btu/hr Occupants Equipment 4.0 1.0 Occupants Dwelling Unit 230 1,600 Btuh/occ. Btu 920 1,600 Infiltration: 1.078 X Air Sensible 0.73 X 23.37 X CFM ELA 148 AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 4584 Latent Gain Btu/hr Occupants 40 Infiltration: 4834 Air Sensible 0.73 Occupants X 200 Btuh/occ. 800 23.37 CFM ELA 0.00199 164 AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 964 EnemvPm 5.1 bv EnemvSoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Paae 16 of 19 ENERGY USE AND COST SUMMARY ECON-1 Project Name Date Will & Mary Holleran 5/19/2014 Rate: Fuel Type: Electricity STANDARD PROPOSED MARGIN Energy Use (kWh) Peak Demand (kW) Cost ($) Energy Use (kWh) Peak Demand (kW) Cost ($) Energy Use (kWh) Peak Demand (kW) Cost ($) Jan 72 3 69 3 3 0 Feb 63 3 60 3 3 0 Mar 45 2 45 3 0 0 Apr 28 1 28 1 0 0 May 22 3 27 4 -5 -1 Jun 22 4 31 4 -10 -1 Jul 134 4 179 5 -45 0 Aug 134 5 167 5 -33 0 Sep 92 4 115 4 -24 0 Oct 86 5 79 5 7 0 Nov 25 1 25 1 -1 0 Dec 68 2 61 2 7 0 Year 790 5 886 5 -96 0 CO2 Ibs/yr Ibs/yr Ibs/yr Rate: Fuel Type: NatumiGas STANDARD PROPOSED MARGIN Energy Use (therms) Peak Demand (kBtu/hr) Cost ($) Energy Use (therms) Peak Demand (kBtu/hr) Cost ($) Energy Use (therms) Peak Demand (kBtu/hr) Cost ($) Jan 52 54 42 45 11 9 Feb 46 56 36 46 10 10 Mar 40 42 31 35 9 7 Apr 32 44 24 36 8 8 May 21 6 15 5 6 0 Jun 20 6 14 5 6 1 Jul 20 5 14 5 6 1 Aug 20 5 14 5 6 1 Sep 20 5 14 5 6 1 Oct 20 5 14 5 6 1 Nov 28 47 22 40 7 7 Dec 54 53 43 44 10 9 Year 374 56 284 46 90 10 CO2 Ibs/yr Ibs/yr Ibs/yr Annual Totals Energy Demand Cost Cost/sqft Virtual Rate Electricity 886 kWh 5kW $ 0 $ 0.00 /sqft $ 0.00 /kWh Natural Gas 284 therms 46 kBtu/hr $ 0 $ 0.00 /sqft $ 0.00 /therm Total $ 0 $ 0.00 /sqft Avoided CO2 Emissions: 0 Ibs/yr EnergyPm 5.1 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:2 /D; 7782 Page17of19 Energy Upgrade Recommendations ECON-2 Project Name Will & Mary Holleran Project Address ^793 Elmwood St Cartsbad. CA 92008 Documentation Author A. V. Energy & Associates Author Address 45263 7th Street East #43 Lancaster, CA 93535 Recommended Improvements Description Annual Savings Est Cost to Install Savings Sits TDV Annual Resuits Energy Cost End Usa Existing Improved Savings Space Heating '%o Space Cooling $0 Fans $0 Pumps $0 Domestic Hot Water $0 Indoor Lighting $0 Outdoor Lighting $0 Appliances/Plug Loads $0 Ancillary $0 Renewables $0 TOTAL $6 CO2 (Ibs/ysar) Existing Improved Savings Electricity 0 Fossil Fuel 0 TOTAL 0 Average Demand (kW) 1.28 TDV Energy (kBtu/ft'-yr) 30.64 Electricity (KWh) Fossil Fuel (therms) Existing Improved Savings Existing Improved Savings 0 '09 43(5 0 455 0 0 0 0 175 0 0 0 0 0 0 0 0 0 0 666 i64 Climate Zone: 7 Electric Rate: Gas Rate: Floor Area: 2,274 Type: Single Family The estimated operating costs shown in this report are dependent upon many factors. The construction and conservation features ofthe project clearly are important. Equally important is the thermostat setting. How the themnostat is used, appliance use, and occupant Interaction ali influence the annual operating cost. The estimates provided in this report are based on typical conditions; your actual usage will vary. EnergyPm 5.1.8.3 by EnergySolt User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 18 of 19 2013 CAHP UTILITY INCENTIVE WORKSHEET UTIL-1 R Project Name Will & Mary Holleran Step 1 ANNUAL TDV ENERGY USE (kBtu/sqft-yr) ENgRQYgpMPQNPNT Space Heating Space Cooling Heat Rejection Indoor Fans Domestic Hot Water Pumps TOTALS: Step 2 Date 5/19/2014 PERCENT BELOW TITLE 24 Standard Proposed Maroln Margin Standard % Better* 8.95 7.61 1.34 4.36 / 34.99 s 12.5% 6.00 7.25 -1.26 Cooling Standard 0.00 0.00 0.00 -1.26 / 6.00 = -20.9 % 3.99 434 -0.35 Incentive Eligibility Yes No 16.06 11.43 4.63 Owner Incentive (>=15%) • B 0.00 0.00 0.00 NSHP Incentive (>=30%) • B Conditioned Floor Area » 2,274.0 ft' 34.99 30.64 4.361 Number of Bedrooms = 6 Energy star V3 Target = 15% 1 iffli^^M llliillllli Mi ENERGY USE Average 2pm - 5pm standard Proposed •Margin Single Orientation Peak Demand (kW) 1.3 1.3 0.0 Single Orientation ENERGY COMPONENT Space Heating Space Cooling Heat Rejection Indoor Fans Domestic Hot Water Pumps TOTALS: Step 4 standard Electricity (kWh) 0.00 356.65 0.00 433.18 0.00 0.00 789.83 POTENTIAL OWNER Natural Gas (therms) 127.83 0.00 0.00 0.00 246.27 0.00 374.10 Electricity (kWh) Proposed 0.00 430.18 0.00 455.37 0.00 0.00 885.55 Natural Gas (therms) 108.71 0.00 0.00 0.00 175.17 0.00 283.88 Electricity (kWh) Margin 0.00 -73.53 0.00 -22.19 0.00 0.00 -95.72 Natural Gas (therms) 19.11 0.00 0.00 0.00 71.10 0.00 90.21 NCENTIVE CALCULATION Potential incentives indicated on this report are available only through the California Advanced Homes Program for new construction and are NOT GUARANTEED. Projects must meet all other program requirements to qualify. Potential incentives are subject to program limitations % Better than Title-24* (from step 2) Electricity (kWh) | n/a\ Incentive Rate n/a $/kWh Savings (from step 3) Subtotal n/a n/a kWh Electricity (kW) n/a n/a n/a n/a Natural Gas $/kW n/a H kW n/a J Pacific Gas and Electric Company SOLIIII KS ( M IIOIiSIN $/thomi therm 2013 Code Preparation NSHP Tier II n/a n/a =CZZ3 EDISON Ml KW III I SDGl Sempra i-norgy utility =[ n/a Total incentive rate is capped at the 45% level Tlie Zx, Company lifornia Ivanced homes A Sempra Energ' ,y utility EnergyPm 5.1.8.3 by EnergySoft User Number 6055 RunCode: 2014-05-19712:47:29 ID: 7782 Page 19 of 19 PCR14064 HOLI^RAN RES- REV(8(^T' INCt UDE EXPAMniMr: i i^jtijl'-f Pa^-t^ M-UJZ> :^LU^iTT&0 ^ ' (9UM^ -CO es^-K- (^cri TO tr^ p{j^-\0 fLMJ Final Inspection reouired tiv: • Plan • CM&I • Fire Q SW ntHPH^ •ISSUED •cv. Apprcwed Date By BUIU3ING "TpllilmiLt TP PLANNING ' HjiS-lf^' ENGINEERING ACX— FIRE Expedite? Y N DIGnAL FILES Required? Y N Forms/Feei HazHealthAPCD PE&M School Ci^ Stormwater Special Inspection -7/f , cp(/<^(/r CFD: Y N LandUse: Density: ImpArea; FY: By PFF: Y N Coptriients" .fTluilding '//i7/''/ Planning Engineering Need7 4ggs (i<x£ nf\ (3A/3a.7S^ /^•^e n&uJ loheJ '(br /A}{,p&c rrtro /Woone \ 09-05-2014 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Revision Permit No:PCR14136 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: Applicant: LARRY LIPKIN 2793 ELMWOOD ST CBAD PCR 1562316700 Lot#: 0 $0.00 Construction Type: 5B CBI32786 HOLLERAN: REVISIONS TO MASTER BEDROOM (CB13-2786) Status Applied Entered By: Plan Approved Issued Inspect Area Owner: HOLLERAN FAMILY TRUST 07-15-97 iSSUED 07/24/2014 JMA 09/05/2014 09/05/2014 858-774-1957 2793 ELMWOOD ST CARLSBADCA 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 coilectively 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 foiiow 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 foiiow that procedure will bar any subsequent legai action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. _Origlnal Plan Check No. Project Address 3nO\(b gl>A)J^t> Date_X[^ld|i4_ Contact LAgg-i UF^ltJ Ph %%-rj4 l^Sl Fax Email Contact Address ^nvocw*? City ^Vov->j Zip ^ZoU^ General Scope of Work (^O ^^t'A vo TA<\':?tgr WAVTGOM oj ^(^ryjQ^^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: Ij^^lans tpK^lculations • 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 V»^-V 0^xr..^\ J 5. Does this revision, in any way, alter the exterior of the project? Yes 6. Does this revision add ANY new floor area(s)? ^]|^Yes • No T. Does this revision affect any fire related issues? • Yes Q No 8. Is this a compile set? • Yes "i^d No ^Signatui • No 1635 FaradaWwenue, Carlsbad, ,92008 Eh: 760-602-2719 Eax: 760-602-8558 Eaialtbuilding@carlsbadca.gov www.carl;lwclca.gov EsGii Corporation In (Partners Hip witH Qovemment for (BuiCcCing Safety DATE: 9/4/14 • APPLICANT • JURIS, JURISDICTION: CARLSBAD • PLAN REVR • FILE PLANCHECKNO.: 13-2786 Rev II SET: II PROJECT ADDRESS: 2793 ELMWOOD STREET PROJECT NAME: SFR FOR HOLLERAN I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. XI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: LARRY LIPKIN Telephone #: 858-774-1957(1 needed to contact him for a clarification.) Date contacted: 9/4 (by: TF) Email: Fax #: Mail Teiephone Fax In Person ^ REMARKS: (PCR 14-136). 1) Sheet 01 needs the pian preparer's signature 2) I have slipped the sheets from this submittal (A1,E1, and S-3) into the revised sheets originally submitted for the revision. Please do the same with the sets held at the City. The revised sheets then need to be slipped into the previously approved plans (including the enclosed set). Thank you By: Tamara Fischer Enclosures: EsGil Corporation 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partners Hi-p witH government for (BuiCcCing Safety DATE: 8/4/14 JURISDICTION: CARLSBAD PLANCHECKNO.: 13-2786 Rev II p^^ , SET I PROJECT ADDRESS: 2793 ELMWOOD STREET • APPLiCANT te»JURIS. • PLAN REVR • FILE PROJECT NAME: SFR FOR HOLLERAN 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. A1 The applicant's copy of the check list has been sent to: LARRY LIPKIN I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. XI EsGil Corporation staff did advise the applicant that the plan check has been completed. / < , Person contacted: LARRY LIPKIN Telephone #: 858-774-1957 - . Date contacted:'^^ (b^^^) Email: llipkin(5)cox.net Fax #: ^ MJ^^. ^MailC'^elephone Fax In Person ^ REMARKS: PCR 14-136 record OA Enclosures: By: Tamara Fischer EsGil Corporation • GA • EJ • iVlB • PC 7/28/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLANCHECKNO.: 13-2786 Rev H PROJECT ADDRESS: 2793 ELMWOOD STREET DATE PLAN RECEIVED BY ESGIL CORPORATION: 7/28/14 REVIEWED BY: Tamara Fischer DATE REVIEW COMPLETED: 8/4/14 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. 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. The approval of the plans does not permit the violation of any state, county or city law. 1. Please make all corrections, as requested in the correction list. Subnnit FOUR new 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. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 3. 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 on the plans. Have changes been made not resulting from this list? • Yes • No 4. Please specify 5/8" type x gyp board on the ceiling of the garage below master extension (including the beam) and min 1/2" gyp board at posts supporting the floor beam. R302.6. 5. The truss packet does not match the framing plan on S-3 in the area of the master bedroom extension. Please revise. 6. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.2. 7. Please add an additional electrical outlet in the expanded master so that outlets are spaced less than 12' apart and are less than 6' from the door opening. CEC Article 210.52(A). 8. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Tamara Fischer at EsGil Corporation. Thank you. [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD Rev II PLANCHECKNO.: 13-2786 PREPARED BY: Tamara Fischer DATE: 8/4/14 BUILDING ADDRESS: 2793 ELMWOOD STREET BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B/SPR. BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance • | Type of Review; • Complete Review rn Repetitive Fee ^1 Repeats Based on hourly rate • Other • Hourly EsGil Fee $187.50 • Structural Only 1.5 $100.00 Hrs. @ $150.00 Comments: Sheet 1 of 1 macvalue.doc + ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 ww/w.carlsbadca.eov DATE: 7/28/14 PROJECT NAME: REVISION-ADD SQ FT PROJECT ID: PLAN CHECK NO: PCR14136 SET#: ADDRESS: 2793 ELMWOOD ST 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 ^ No You may aiso Iiave corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted pians should include corrections from all divisions. • This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: LLIPKIN@COX.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 Chris.Sexton@carlsbadca.fiov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.La wrence@carlsbadca.fiov Q Greg Ryan 760-602-4663 Grefiorv.Rvan@carlsbadca.fiov )x( Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.fiov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.fiov 1 Cindy Wong 760-602-4662 Cvnthia.Wonfi@carlsbadca.fiov • • 1 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Plan Checl< No. PCR14136 Address 2793 ELMWOOD ST Date 7/28/14 Review # 1 Planner GINA RUIZ Phone (760) 602- 4675 Type of Project & Use: REVISION-ADD SQ FT 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 deveiopment: Type of land use created by this permit: ) REVIEW #: 12 3 Legend: Item Complete • Item Incomplete - Needs your action IEI • • Environmental Review Required: YES • NO |EI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: ^ • • 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: O • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES • NO El CA Coastal Commission Authority? YES D NO lEl If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): • • Habitat Management Plan Data Entry Completed? YES • NO |EI 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 • (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: son City Council Policy 44 - Neighborhood Architectural Design Guidelines El • • 1. Applicability: YES • NO E EDD 2. Project complies: YES • NOO Zoning: EDD 1. Setbacl^s: Front: Required 20: Shown 20' (WITH 2' DECK OVERHANG OK PER 21.46.120) Interior Side; Required 8^ Shown 11.9' Street Side: Required 10_ Shown 10' (WITH 2' DECK OVERHANG OK PER 21.46.120) Rear: Required VT Shown 33' Top of slope: Required N/A Shown N/A EDD 2. Accessory structure setbacks: CARPORT (TOTAL AREA 380 SQ. FT. - EAVES NOT INCLUDING AS THEY ARE LESS THAN 30" - OK PER DEFINITION 21.04.061) Front: Required 20; Shown 20'+ Interior Side: Required 5^ Shown 52' Street Side: Required lO; Shown 11' Rear; Required 5; Shown 5' (WITH 1' OVERHANG OK PER 21.46.120) Structure separation: Required lO; Shown 10.1' EDD 3. Lot Coverage: Required 40% MAX Shown 28.7% EDD 4. Height: HOUSE Required 30' MAX (5:12 PITCH STATED) Shown 25' ROOF DECK Required 24' MAX (FLAT) Shown 19; CARPORT Required 14' (4:12 PITCH STATED ON A-4) Shown 13: Sight Distance Corridor for Comer Lots: Required EVERYTHING WITHIN THE SIGHT DISTANCE CORRIDOR MUST BE LESS THAN 3.5' IN HEIGHT Shown Building wall outside of sight distance corridor (eave ok) EDD 5. Parking: Spaces Required 20'x20' FREE AND CLEAR Shown sink moved outside of 20'x20' free and clear space (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown EDD Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GINA RUIZ DATE 7/28/14 P-28 Page 3 of 3 07/11 Holleran Residence 2793 Elmwood Street Carlsbad, CA 92008 Structutal Calculations -13147 Quails Engineering Structutal Engineetiiig Setvices RECEIVED JUL 2 4 2014 CITY OF CARLSBAD BUILDING DIVISION Design Decisions 13067 Powers Road Poway, CA 92064 Phone: (858) 774-1957 Fax: (858) 748-6908 Quails Engineering Structutal En^eetkig Setvices Sheet Project HoBetan Resideace Engmeer. Brian QmJb Job#: 13147 GOVERNING CODE: CONCRETE: REINFORCING STEEL: MASONRY: SAWN LUMBER: PARALLAMS/TJI/LVL DESIGN BASIS 2010 CBC f c = 2500 PSI (MINIMUJ^ ASTMA615,Fy=60KSI fm = 1500 PSI (IMINIMUM) DOUG FIR LARCH, AIXOWABLE UNIT STRESSES PER 2010 CBC. WEYERHAEUSER - ICC ESR 1387 (LVL/PSL/LSL MEMBERS) PROJECT SCOPE Ptoject coosists of a proposed apptoxitnate 2400 square foot single stoty single funily tesidence with a tooftop deck and attached gatag^ located at 2793 Elmwood Street Cadsbad, CA 92008. The proposed residence is ptimatily constructed utilizing wood frame constmction widi 2x metal plated roof trusses and a combination of raised wood floor framing and typical slab on grade with tutned down footings. There has been a soils teport provided for this project by Vinje and Middleton dated 9-16-2013 therefore the foimdation design will be based on recommendation pet the project geotechnical engineer. Quails Engineering Stmctural Engineering Services Project Engineec Brian Quails Sheet Job#: Date: Design Loads: Pitched Ro4^ Floor/DedB DeadLoad(DL) DeadLoad(DL) Roofing 5.0 psf IHooiing 4.0 psf l/2"Ptywood 1.8 psf 3/4"Pljrwood 2.8 psf Truss Framing 4.0 psf Framing ZO psf Insulation 0.5 psf Insulation 0.5 psf l/2"Gyp.Bd 2.2 psf 5/8"C^Bd 3.0 psf Mech./£lec 0.5 psf Mech./Eksc 1.5 psf Misc. 1.0 osf Misc. 1.2 osf DL2:= 15.0 psf DLI = 15.0 psf LiveLoad(LL) L(veLoad(IJL) LL2: = 20.0 psf (Reducible) LLX = 40.0 psf 5^DL + LL = 35.0 psf 2;DL + LL = 55.0 psf WaBs: StudWalls Exterior WaOs 15.0 psf Interior Walk 7.0 psf Allowable Sofla Bearing FKMOK: ASBP =1,300 paf @ 12 inches bebw lowest adjacent finished grade. Seismic: Site Cass: D Ss= 1.293 Fa= 1.00 1.29 SK = 0.86 S,= 0.4«7 Fv=1.51 SMI ~ 0.74 SD,= 0.49 Response Redundan CB Cs Occupancy Importance Mod. Factor Factor, SDS/(R/I) SDS/(R/I) Category Factor, I R iho (LRFD) (ASD) II 1.00 6.5 1.3 0.172 0123 Wind Load: Basic Wind Speed-85m|di Exposuce: C Importance Factor 1.00 MWFRS P = LambdaxK:„xIxP^ Lunbda = 1.29 P= 13.7 psf K„ = 1.0 10.6 Components & Cladding P = Lambda xKaxIxP^ P««)= 21.0 P= 27.1 psf Project - Loadbig Quails Engineering Sttuctutal Engineering Services Project tklrC G^t^'^ Engineec Brian Qnafls Sheet S Job#: i^ll-^ Date: Ml f if-ix iTitersia" 1'15\V4 7^ il 2^ 3:Agoft- "^54-/'a4^ AA/4U-- ^MIP'* a a . 1 Quails Engineering Structural Engineering Services Project i'loi^cefU^Ai Engineer Brian Quails Sheet ^ Job#: IS/i7 Date: f — it li ^ Vt^y* -rftfci^Tf n-1^ 1^ ii 1 /# QuaUs Engineering Structural Engineering Services Project /-fpf^^giM/Vf En^neec Brian Quails Sheet 5 Job* lyMy Date: W* TaTAii^ t&ti^ Lo^^hl X^/rSAiO^ WAI^I^S 1^0 fi^ f^ty ^.o^^T M± ... ' tffc OH. r^/if* m ffAce^ i,%oyn «i''^^''^o ^i».<6 Ic 1 Quails Engineering Structural Engineering Services Project Engineec Brian Quafls Sheet (P Job* Date: t(0^ /fili' 97fi\f f(6 OK St l^J> e'K Quails Engineering sheet 7 Stnictuial Engineering Setvices Project /Yd utSAA/^ Job#: iil47 Et^iineec Brian Quails Date: FOUNDATION DESIGN Allt»wable Sftflff l^rf «t!g CrffiPiWffy 2000 psf Foundation design b = 15 , d= 18 Use: 15 inch-wide X 18 deep footing with 2 #4 top and bottom Max Une load w^ = bxASBP = 2500plf Max point load P^ = bx2dxASBP = 75001bs Sptead footing design P^ = b^xASBP F2= 2 foot square footiogMMdi 3 #4each way @btm P„^= 8000 lbs F2^ s 2.5 foot square footing with 3 # 4 each way @ btm Pa^= 12500 lbs F3 = 3 foot square footitig with 4 # 4 eadb \ray @^ P„^ = 18000 lbs F3.5= 3.5 foot squate footing with 4# 4 each wa7@ btm Pto«= 24500 lbs F4 = 4 foot squate footing witit 5 # 4 each way @ bttn P™o, = 32000 lbs F5 = 5 foot square footing with 6 # 4 each \ray @ btm P™.- 50000 lbs Foundation Design Quatto'Englneering Structural Engiiwering Sarvlces www.quallseng.coin (760)662-9267 TiUe : HoUsran Job# : 13147 Description.... Typical 4 foot retaining wall Dsgnr B. Qualla Page: Date: 8 NOV 2013 TTiis WaH in File: c:\u8ef8V>wnef\clropbQ)rtqe\bfian quaHs engine R«talnl>ro 10 (e) 1M7-2012, BuHd 10.12.9 J8 LicMW*: KUMieoSMia License To: Qualla Engineering Cantilevered Retaining Waii Design ;ode: CBC 20io>\ci 318-08^CI 530-08 Criteria Retained Height " 4.67 tt Wall height above soil - 0.67 tt Slope Behind WaH « 5.00:1 Height of Soil over Toe •• O.OOin Water height over heel « 0.0 ft Surcliarge Loads Surcharae Over Heel & o.O psf Used To Resist Sliding & Overtuming Surcharge Over Toe » 0.0 psf Used fbr Sliding & Oveitumbig Axial Load Applied to Stem k Axial Dead Load » 500.0 bs Axial Live Load -700.0 HM Axial Load Eccentricity « O.Oin Design Summaiy | Wall StaUilfy Ratios Overturning Sliding Total Bearing Load ...resultant ecc 1.51 OK 1.54 OK 2,398 lbs 3.59 In ACI Factored Q Toe ACI Factored Q Heel Footing Shear ® Toe Footing Shear Q Heel Allowable Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Foroe less 100% Passive Force » less 100% Friction Foroe " Added Force Req'd - ....for 1.5:1 Stability > Load Factors — Building Code Dead Load Uve Load Earth, H Wlnd.W Seismic, E CBC 2010^01 1.200 1.600 1.600 1.600 1.300 Soil Data AHow Soil Bearing 8 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure s 42.0 psf/ft Passive Pressure ac 385.0 psf/ft Soy Densify, Heel 128.00 pcf SoH Density, Toe 0.00 pcf FootingllSoH Fiicaon 0.400 Soil height to Ignore for passive pressure 12.00 in Lateral Load > 0.0 m ...Height to Top « 0.00 ft ...Height to Botiom = 0.00 tt The above lateral load has been Incraased 1.00 by a factor of Wind on Exposed Stem a o.o psf Adjacent Footing Load ^cSacenrSSSnsrCoSB""^" FootingWidth Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below SoH at Bade of WaH * Poisson's Ratio " 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Soil Prsssura O Toe « 1,917 psf OK Soil Pressure O Heel - 215 psf OK Allowable > 2,000 psf Soil Pressure Less Than Alowable 2,524 psf 283 psf 11.7 psi OK 1.0 psi OK 75.0 psi 816.8 Ibs 577.5 Ibs 679.4 Ibs 0.0 be OK 0.0 Ibs OK Stem Conetructlon Design HeigM Above FlC ft< WaN Material Above IHT Thickness > Rebar Size > Rebar Spacing ' Retwr Plaoed at ^ Design Data fb/FB + fa/Fa Total Foroe Q Section Ibs > Moment.. Actual ft-#- Montent...Allowable ' Shear.....Actual psi^ Shear.... Allowable psi< WallWeight Rebar Depth'd* in> LAP SPUCE IF ABOVE in " LAP SPLICE IF BELOW ln> HOOK EMBED INTO FTG in * Top Stem SiMnOK 0.00 ktosonry 8.00 # 5 16.00 Edge 0.449 458.0 712.9 1,812.8 7.3 38.7 78.0 5.25 30.00 7.00 Masoniy Data fm psi* 1,500 Fs psi= 20,000 Solid Grouting « Yes Use Haff Stresses n/a Modular Ratio'n' as 21.48 Short Term Factor s 1.000 Equiv. Solid Thick. in-7.60 Masonry Bk>ck Type SB Medium Wei|^ Masonry Design Method S ASD Concrete Data fc Fy psi» psi" Quails Engineering Structural Enj^neerlng Services www.quailaeng.com (760)6S2-«2S7 TiUe : HoUenm Job# : 13147 Description.... Typical 4 foot retaining wall Dsgnr: B. Qualla Page: ' Data: 8 NOV 2013 RMnProlO (e)1M7-201% Build 10.12.9Ja UcMwe: KW4eOG9916 Ucenae To: QuailB Engineering This WaH fci FHe: c:\userBV)wner\clfopboxVqe\brian quaHs engine Cantilevered Retaining Wall Design ^ode: CBC 2010/^01 318-08,ACI 530-O8 Footing DImenelons & Strengths | { Footing Deeign Results | Toe Width * 1.25 ft HeelWktth m 1.00 Total Footing Wktth -2.25 Footing Thtekness a: 18.00 in Key Wklth 12.00 in Key Depth * 6.00 in Key Distance from Toe 1.25 ft fc > 2,500 psi Fy = 60,000 psi Footing Concrete Density <* 150.00 pcf Min. As % X 0.0018 Cover 0 Top 2.00 ® Btm.= 3.00 in Factorsd Pressure * 2,524 Mu': Upward * 34 Mu': Downward * 4 Mu: Design « 31 Actual 1-Way Shear » 11.72 AMow 1-Way Shear " 75.00 Toe Reinforcing » #4018.00 in Heel Reinforcing •= # 4 @ 18.00 in Key Reinforcing « #4@9.50in Other Acceptable Sizes & Spacings Toe: Not req'd. Mu<S*Fr Heel: Not req'd, Mu<S*Fr Key: Not req'd, Mu < S * Fr 283 psf 5ft.« 14ft4l 9ft-# 0.97 psi 75.00 psi SummaQ^jDf^^ J Item ..OVERTURNING.. Force Distance Moment Ibs ft ft-# Heel Active Pressure ' Surcharge over Heel < Surcharge Over Toe > Adjacent Footing Load > Added Lateral Load Load O Stem Above Soil' 816.8 2.08 1.6 Total 816.8 O.T.M. 1,698.1 Resisting/Overtumlng Ratio * 1.61 Vertkal Loads used for Son Pressure » 2,398.4 lbs Vertk»l component of active pressure NOT used for soH pressure SoiiOverHeel « Stoped SoN Over Heel > Surcharae Over Heel " Adjacent Footing Load » A)dal Dead Load on Stem « * Axial Live Load on Stem * SoH Over Toe » Surcharge Over Toe « StemWei(^s) » Earth Q Stsm TransUons» Footing Weighl * KeyWeight « Vert. Component » .....RESISTING..... Force Distance Moment Ibs ft ft-# 199.3 1.4 500.0 700.0 416.5 506.3 75.0 2.08 2.14 1.58 1.58 1.58 1.13 1.75 Total- 1,698.4 Ibs R.!*." 415.1 3.0 791.7 1,108.3 659.5 569.5 131.3 2,570.1 ' Axial live k>ad NOT included in total displayed, or used for overtuming resistance, but Is included for soH pressure calculatton. DESIGNER NOTES: 22'-0" REVISIONS NOTICE TO BUILDING OFFICIALS, ARCHITECTS, AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY. NOTES; ROOF PITCH: 3,4,5:12 CLG PITCH: 3:12 OVERHANG BY OTHERS 2x4 TOP CHORDS 6" HEEL HEIGHT LOADING: TCLL: 20 TCDL: 10 BOOL: 5 1.25 DURATION HANGERS: SEE TRUSS ENGINEERING FOR HANGER INFORMATION S'-O" 16'-2" < < BG 03 A5 (6) CM Q LU CO Q A A A CITY BUU ffjy BUILDING I- 3 O \ tf) 0) 3 I- Ik O o AD Sacramento 8351 Rovana Circle Saaamento, CA 95828 Phone: (800)877-3678 (916)387-0116 Fax:(916)387-1110 sacseals@ltwbcg .com Cfto Infnrniatinrf Customer E Build & Truss, Inc. Job Number T344 JobDescription: HOLLERAN RESIDENCE Address: 2793 ELMWOOD ST. City, State, Zip: CARLSBAD, CA 92008 j—Job Engineering Criteria: Design Code: CBC 2013 Res View Versbn: 13.02.06.0219.20 JRef#: 1V9190540001 Wind Standard: ASCE 7-10 Wind Speed (mph): 110 Roof Load (psf): 20.00-10.00-0.00- Floor Load (psf): None 5.00 This package contains a job notes page, 28 truss d Item Seal# Truss 1 231.14.0950.15897 #AG STUB GABLE 3 231.14.0950.23780 #A1GSTUB SCIS 5 231.14.0950.28023 A2PLY STUB GIRD 7 231.14.0950.29943 2G STUB VAULT GE 9 231.14.0950.32657 #A3F STUB VAULT 11 231.14.0950.35090 2PLY STUB VAULT 13 231.14.0950.37173 #/V4G STUB VAULT 15 231.14.0950.40733 #A4 VAULT 17 231.14.0950.43710 #A5D DRAG VAULT 19 231.14.0950.46153 #A6 VAULT 21 231.14.0950.48880 A7G 23 231.14.0950.51547 #B COMN 25 231.14.0950.54270 G DORMER GABLE 27 231.14.0950.57133 #EG GABLE Item Seal# Truss 2 231.14.0950.22390 MSTUB SCIS 4 231.14.0950.26633 #A1 STUB SCIS 6 231.14.0950.29070 #A1B STUB SCIS 8 231.14.0950.31473 #A2 STUB VAULT 10 231.14.0950.34020 #A3 STUB VAULT 12 231.14.0950.36060 #A3B STUB VAULT 14 231.14.0950.39470 #A4A STUB VAULT 16 231.14.0950.42380 #A5F VAULT 18 231.14.0950.44913 #A5 VAULT W/FAU 20 231.14.0950.47507 #A6G GABLE 22 231.14.0950.50220 #BG GABLE 24 231.14.0950.52890 #B1 COMN 26 231.14.0950.55660 G DORMER GABLE 28 231.14.0951.00417 #E COMN Printed 8/19/2014 9:51:16 AM T344 HOLLERAN RESIDENCE #AG STUB GABLE Ply: 1 Qty: 1 SEQN: 229801 / T70 / GABL FROM: SGH Oust: R9054 JRef: 1V9190540001 DiViNo: 231.14.0950.15897 JCJ / CWC 08/18/2014 Z9"8 r5"8 V5"8 4'1°8 ^ 1'4" 5'5"8 ^ 1'4" 6'9"8 IT 2'ff' r5"8 1'5"8 1'4" r4" 1'4" 2'8" 4'1"8 -I-1'4" 6'9"8 9'5"8 Loading Criteria (pst) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.42 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 siW Criteria (Pfl,Pf iPi'?>lF) Pg:NA CtNA CAT:NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / lUlac Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s); WAVE Defl/CSI Criteria PP Deflection in ioc L/defl U# VERT(LL): -0.000 A 999 13 VERT(TL):-0.000 A 999 13 HORZ(LL): 0.003 A - HORZ(TL): 0.004 A - Creep Factor: 2.0 Max TC CSI: 0.049 Max BC CSI: 0.055 Max Web CSI: 0.048 VIEW Ver: 13.02.06.0219.20 A Maximum Reactions (lb«), or *>PLF Loc R /U /Rw /Rh /RL /W M 44 /- /21 /- /201 /3.5 M* 70 / 36 / 39 /- /- /107 H /166 Wind reactions based on C&C M MIn Brg Width Req s 3.5 M Min Brg Width Req = - Bearings M&M Fcperp = 625psi. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber Top chord 2x4 DF-L #1&Bet(g) Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standanj(g) :Rt Stub Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 2X4 except as noted. Loading Tnjss designed to support 0-8-0 top chord outlooiters and daddlng load not to exceed 0.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concun«nt live load. Puriins In lieu of rigid ceiling, brace bottom chord with puriins at115"0C. Wind Member design based on both MWFRS and C&C. Left end vertk»i not exposed to wind pressure. Right cantilever is exposed to wind Additional Notes See DWGS Al 1515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requirements. Shim all supports to solid bearing. A-B B-C C-D 18 -25 D-E 14 -67 E-F 13 -95 F-G 14 13 21 •117 -134 -172 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Choreis Tens. Comp. M-L L-K K-J 208 205 202 -32 -29 -27 J-1 l-H H-G 198 196 176 -26 -24 -16 Maximum Web Forces Per Ply (lba) Webs Tens.Comp. A-M 42 -41 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. Gables Tens. Comp. L-B K-C J-D 104 67 52 -95 -79 -82 I-E H-F 36 153 -60 -139 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Tnjsses require extreme care In feisricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building *• • • TPI snaSlCA) for sl|(?typractces.prior to perfotrning these functto^^ Coriipbnenf bracina Intormatlori; by TPI fma'SBCA) Jnl^ noted otheiwise.top chord shal attachij'^id celi'lrTg: Vocations shown fbrb^ bottom chord sM }aveaproD_., per BCSl sections B3, B7. or BIO, as appiica^iB. AppTy plates'tb'each taceoTtruss and'position as shown above and on ttie JolnrDetalis, unlessTioted otfieinvTse. ^efer to arawings 160A-ZTor^slandara plate positions. mw Building Components Group Compcments Group Inp. - truss in confbnnance llatingLtnIs drawing, ' ana use of thn ...-, .1 1, or for handlino. shippii Inatcatss acceptance of protesstonL. . drawing for any structura tt the responel For mora infonmation see thit lob's genwal notes page and theae web sites: ITWBCG: vww.itwfacfl.com; TPI: www.tpinst.or^; SBCA: www.tbcindu8trv.com: ICC: www.icoafe.cirQ T344 HOLLERAN RESIDENCE #A STUB SCIS Ply: 1 Qty: 1 SEQN: 229794 / T69 / SCIS FROM: SGH Oust: R9054 JRef: 1V9190540001 Dn«No: 231.14.0950.22390 JCJ / CWC 08/18/2014 3'9" 9'5''8 3'9" 5'8"8 ^ " 1112X4 J/3X5(G1) 8",15 3'10"12 5'6"12 3'10"12 9'5"8 Loading Critsria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.42 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Critsria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE DefVCSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.019 D 999 240 VERT(TL): 0.050 D 999 180 HORZ(LL): 0.007 A - HORZ(TL): 0.017 A - Creep Factor: 2.0 Max TC CSI: 0.230 Max BC CSI: 0.435 Max Web CSI: 0.187 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W E 337 /177 /182 /- /201 /3.5 C 340 /180 /184 /- /- /- Wind reactions based on C&C E MIn Brg Widtti Req = 3.5 C Min Brg Widtt) Req = - Bearing E Is a rigid suriiace. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 27 -64 B-C 342 - 872 Lumber Top chord 2x4 DF-L #l&Bei(g) Bot chord 2x4 DF-L #1&Bet.(9) Webs 2x4 DF-L Standard(g) :Rt Stub Wedge 2x4 DF-L Standard(g): Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Hangers shall be Installed after lumber has air-dried to 19% or less moisture content. Loading Bottom chord checked tor 10.00 psf non-concunent live load. Puriins In iieu of rigid ceiling, brace bottom chord with puriins atlirOC. Wind Member design based on botti MWFRS and C&C. Left end vertical not exposed to wind pressure. Maximum Bot Chord Forces Per Ply (Ibs) Choreis Tens.Comp. Chonjs Tens. Comp. E-D 766 - 247 D-C 765 -246 IMaximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-E E-B 94 -81 435 -733 B-D 144 08/19/2014 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and follow the latest edition of BCSI (Building Comix>nent Safety Information, by TPi ana SBCA) for safew practices prior to perfoming these functions. Installers shallprovKle tertiporarv bracihg per BCSI Unless noted dthenvlse,top chord shall have properiy attached stmctural sheattiing and bottom (^ord siiall have a propeily attached riaid ceiling. Locations shown for pemianent lateral resttaint of webs shall have bracing installed per BCSl sections B3, B7. or BIO, asappik»Dle. Aopiy plates to each face of truss and position as shown aboveand on the JoinfDetails, unless noted othenwise. Refer to drawings 160A-zwstanaard [Mate positions. ITW Buildino Components Group Inc. shall not be responsible for any deviation from this drawing.any failure to build ttie tniss in coiifomiance witti ANSI/TPI 1, or for handlinjl shipping. Installation and bracing, of busses. A seal on this drawing orcover pageJsUna mis drawring. Indicates acceptance of pronMSionar engineering responslbillW solely for the dMlgn shown. The suttaBility and use of thn draiMng for any structure n the responslbf% of the Building Designer per ANSI/TPI f Sec.2. For more infomiation see Ihis lob's general notes page and Ihese web sKes: ITWBCG: www.itwfaca.com; TPI: www.tpinsl.oro: SBCA: www.sbcindustrv.com; ICC: www.iccsate.ofg rrw Buiiding Components Group T344 HOLLERAN RESIDENCE «A1G STUB SCIS Ply: 1 Qty: 1 SEQN: 230048 / T89 / DGAB FROM: SGH Page 1 of 2 Oust: R9054 JRef: 1V9190540001 DrwNo: 231.14.0950.23780 JCJ / CWC 08/18«014 2- I , 4T8| , /•e-to I" '7 rre. . 'err* ...JM-s „,.' icrn's I 1^:1° I " I I gy« ere' '7'io^' 87-8' ' i3-4"ia (NNL) — 3^-9 - (NNL) — 3'2"9 - Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL; 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.42 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSP) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection In loc L/defl U# VERT(LL): 0.070 N 999 240 VERT(TL): 0.184 N 597 180 HORZ(LL):-0.024 N - HORZ(TL):-0.062 N - Creep Factor: 2.0 Max TC CSI: 0.374 Max BC CSI: 0.230 Max Web CSI: 0.827 VIEW Ver: 13.02,06.0219.20 A Maximum Reactions (Ibs), or **<PLF Loc R /U /Rw /Rh /RL /W V 128 V* 106 U* 187 O 278 AD /434 /228 /117 /181 /1003/3.5 /332 /197 /43 /71 /125 Wind reactk>ns based on C&C V Min Brg Widtti Req = 1.5 V Min Brg Widtti Req = - U Min Brg Widtti Req = - O Min Brg Widtti Req = - Bearings V, V, & U are a rigid surface. /20.5 /93.5 /- Lumber Top chord 2x4 DF-L #1&Bet(g) Bot chord 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standard(g) :W3 2x4 DF-L #1&Bet(g): :Stack Chord SCI 2x4 DF-L #1&BeL(g): :Stack Chord SC2 2x4 DF-L #1&Bet(g): Special Loads (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC-From 120 pif at 0.00 to 120 plf at 9.79 TC-From 62 plf at 9.79 to 120 plf at 9.79 TC-From 62 plf at 9.79 to 62 pif at 18.96 BC-From 10 plf at 0.00 to 10 plf at 18.96 Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. Hangers shall be Installed after lumber has air-dried to 19% or less moisture content All plates are 2X4 except as noted. Wind Member design based on both MWFRS and C&C. Left end vertical not exposed to wind pressure. Loading Truss transfers a maximum horizontal load of 1000 # ( 53.40 plf) along top chord, from either direction, to supports where indkated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 1000 52.59 TC 0.00 18.73 1000 105.26 BC 0.29 9.79 Bottom chord checked for 10.00 psf non-concurrent live load. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-C 122 -110 I-J 734 - 84 A-E 111 -100 J-K 732 -84 C-E 98 -113 K-L 677 - 73 D-F 62 -74 L-M 646 -67 F-G 133 -160 M-N 52 - 594 G-H 211 -230 N-0 104 -663 H-1 308 -364 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. V-U 1032 -1031 R-Q 89 -568 U-T 192 -671 Q-P 1182 -185 T-S 86 - 570 P-O 590 - 90 S-R 86 -569 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-V 128 -193 AC-1 822 -342 B-W 156 -143 l-Q 103 - 675 W-U 132 -178 Q-AD 119 -1181 D-U 17 -87 AD-AE 119 -1183 U-X 821 -345 AE-AF 119 -1183 X-Y 824 -342 AF-M 119 -1183 Y-AA 821 -344 M-P 122 -12 AA-AC 824 -342 08/19/2014 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Ire extavme care in fabricating, handlino, shipping, installing and bracing. Refer to and foiiow ttie latest edition of BCSI (Building "• safety practices pnor to perfoifning these fonctions. Installers shall pra^^ g per BCSI.'Unless noted o1henivise,top chord shall have property attached structiiral sheathing and bottorn chord snail have a propeily iSd rigW ceiiing. Locations shown for permanent lateral resttaint of webs shall have bracing insTalled per BCSI sections B3, B7^or P-" • ifD • Trusses reiauire exti'eme care in fab Coniponen! Safety Information, by TPI ana SBCA) bracing per BCSI. Unless noted ovienivise.top chor attached rigkl ceiiing. Locations shown for permanent lateral restraint or weos snaii nave oracing insiaiiea per ousi sections oi, b/.„. ~ asapplkane. AbpTy plates to each face of truss and position as shown aijove and on the Joint Details, unless noted othenwise. Refer to drawings f60A-ZWs(andard plate positions. rrm Buiiding Components Group ITW Buijdinj witti ANSI, Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to buiid Oia truss in conformance ' ',orforhandlinashipping,lnstallationandbraang.qfb'usses. Asealonthlsdniwing ptance of pronMsionar engineering rssponslbllHy solely for the deeign show drawing for any structure n the responslbnity of the Building Designer per ANSI/TPI f Sec.2. i 1, [ttils drawing use of thil For more information see this job's general notes page and these web sites: ITWBCG: www.itwi)Cfl.com; TPi: www.tpinst.org; SBCA: www-Sbdndustrv.com; ICC: www.iccsafe.org T344 HOLLERAN RESIDENCE #A1G STUB SCIS Ply: 1 Qty: 1 SEQN: 230048 / T89 / DGAB FROM: SGH Page 2 of 2 Oust: R9054 JRef: 1V9190540001 OnwNo: 231.14.0950.23780 JCJ / CWC 08/18/2014 Additional Notes Negative reaction(s) of -336# MAX. (See Max Reactkins table above) Requires uplift connection. See DWGS A11515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requirements. Stacked top chord must NOT be notehed or cut In area (NNL). Attach stacked top chord (SC) to dropped top chord In notchabie area using 3x4 tie-plates 24" o.c. Center plate on stocked/dropped chord Interface, plate length perpendicular to chord length. Splk» top chord in notohable area using 3x6. Shim all supporte to solkl bearing. In lieu of struchjral panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Stert(ft) End(ft) TC 0 -9.50 9.31 BC 25 -9.50 -7.50 BC 120 -7.50 9.46 Apply purlins to any chords above or beiow fillers at 24" OC unless shown othenwise above. W-C X-F T-Y Z-G S-AA 72 16 55 44 16 -146 -78 -278 -225 -67 AB-H R-AC AD-J AE-K AF-L 20 4 19 6 2 -18 -22 -21 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reqtiire exti^rne care in.fei5njatin|,^|mdiin5 .. jctices prior to perfoifning these functions.. Installers shall provide temporary" jenwise.top chord shall have properiy attached structiiral sheathing and bottorn chord siiall have a proDeny attechid rigkl ceiiing. Locations shown for permanent lateral resb^lnt of webs shall have bracing installed per BCSI sections B3, B7, or BIO, qsappitea6[e. ^ppfy plates to each taoe onruss and position as shown above and on the Joint Deteils, unless noted otherwise. Refer to Coniponenf Safeb Information, by TPI am bracing per BCSI. Unless noted dttn ^''''39- ' dra¥ifigFllSOA-Zwsian'dard'plite ITW Building.Componente Group Inc. shall with ANSI/TPI 1, or for handlino, shipplnr indlcata* acceptance of professional draiMng for any structure tt the responsll For more information see this lob's general notes page and these web sites: iTWBCB: www.itwfacg.com: TPI: www.tpinst.org; SBCA: www.sbdndustry.com; ICC: www.iccsata.org rrw Building Components Group T344 HOLI.ERAN RESIDENCE #A1 STUB SCIS Ply: Qty: SEQN: 229829 / T71 FROM: SGH /SCIS Oust: R9054 JRef: 1V9190540001 DnvNo: 231.14.0950.26633 JCJ / CWC 08/18tt014 76"10 5'6"10 *3X4 5'ia'2 5'6"10 5'6"12 710"2 13'4"12 18'11"8 Loading Criteria (psO TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3,0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.42 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI SM: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Oefi/CSi Criteria PP Deflection In loc L/defl L/# VERT(LL): 0,123 D 999 240 VERT(TL): 0.320 D 711 180 HORZ(LL): 0.041 B - HORZ(TL): 0.108 B - Creep Factor: 2.0 Max TC CSI: 0.269 Max BC CSI: 0.970 Max Web CSI: 0.625 VIEW Ver: 13.02.06.0219.20 A IMaximum Reactions (ibs) Loc R /U /Rw /Rh /RL /W I 682 / 255 / 340 /- /240 / 3.5 E 682 /239 /366 /- /- /- Wind reactions based on C&C I Min Brg Widtti Req - 1.5 E Min Brg Widtti Req = - Bearing I Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B B-C 145 -465 129 - 531 C-D D-E 468 -1710 712 -2473 Lumber Top chorel 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standard(g) :W3 2x4 DF-L #1&Bet.(g): :Rt Stub Wedge 2x4 DF-L Stendard(g): Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction tactors. Hangera shall be instelled after lumber has air-dried to 19% or less moisture content AddWonai Notes In lieu of struchjral panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Steit(ft) End(ft) BC 25 0.00 2.00 BC 100 2.00 18.96 Apply puriins to any chords above or below fillers at 24" OC unless shown othenwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Member design based on both MWFRS and C&C. Left end vertical not exposed to wind pressure. ililaximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I-H H-G 249 1553 •302 G-F F-E 2278 2260 -603 -598 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-l 201 -679 A-H 646 -183 B-H 161 0 H-C 412 -1087 C-G G-D D-F 308 -45 347 - 679 117 -15 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reguire exbeme care in fabricating, handling, shipping, installing and bracing. Refer to and foiiow ttie latest edition of BCSI (Building Corriponent Safely Information, by TPI and SBCA) for safety practices prior to perfoifnlng these functions, Instellers shall provide temporary bracing per SCSI. Unless noted dlherwise.top chond shall have properiy attached structiiral sheattiing and bottorn diord snail have a properly attached rigkl ceiiing. Locations shown forpennanerit lateral resbtiint of webs shall have bracing installed per BCSI sections B3, B7. or BIO, as applkane. Apply plates to each fece or truss and position as shown above and on tiie JoinrDeteils, unless noted othenwise. Refer to drawings leOA-Zror^standard plate positions. ITW Buildina Components Group Inc. shall not ba responsible for any deviation from this drawing.any failure to build ttie truss In conformance with ANSI/TPI 1, or for handling, shipping, insteliation and bracina, of tausses. A SMI op this drawing orcover page listina this drawing. Indicate*, acceptance of pronMslonai sng.ineei1ng responsibility solely forthe design shown. The •unaDility and use of thn drawing for any structure tt the responsibnny of the Buildmg Designer per ANSI/TPI f Sec.2. For more information see this lob's general notes page and these web sites: ITWBCG: www.itwfacg.com: TPI: www.tpin8t.oig; SBCA: www.sbdndustrv.oom; ICC: www.iccsafe.org rrw Building Components Group T344 HOLLERAN RESIDENCE #A1A2PLY STUB GIRD Ply: 2 Qty: 1 SEQN: 229832 / T72 / SCIS FROM: SGH CustR9054 JRef: 1V9190540001 DnwNo: 231.14.0950.28023 JCJ / CWC 08/18/2014 2 Complete Trusses Required #3X4 A S3X7(F3) T10"2 Loading Critsria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. ftom endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI Sto: 2007 Rep Factore Used: No FT/RT:20(0)/Q(0) Plate Type(s); WAVE DefVCSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.210 D VERT(TL): 0.483 D HORZ(LL): 0.062 B HORZ(TL): 0.143 B Creep Factor: 2.0 Max TC CSI: 0.699 Max BC CSI: 0.784 Max Web CSI: 0.376 474 240 180 VIEW Ver 13.02.06.0219.20 A Maximum Reacttons (Ibs) Loc R /U /Rw /Rh / RL /W /343 /-/245 /3.5 /3.5 I 1033 /256 E 1953 /311 /373 /- /- Wind reactions based on C&C I Min Brg Widtti Req = 1.5 E Min Brg WIdto Req = 1.5 Bearings I & E are a rigkl surfece Maximum Top Chord Forces Per Ply (it») ChonJs Tens.Comp. Chonls Tens. Comp. A-B B-C 72 64 •349 -384 C-D D-E 238 -1646 478 - 3060 Lumber Top chord 2x4 DF-L (»1&Bet.(g) Bot chord 2x4 DF-L #1 &Bet(g) Webs 2x4 DF-L Standard(g) :W3 2x4 DF-L #1&Bet(g): Nallnote Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @ 7.75" o.c. Bot Chord: 1 Row ©12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stegger nails In each row to avoid splitting. Special Loads (Lumber Dur.Fac.=1.25 / Plate DurFac.=1.25) TC-From 62 plf at OOO to 62 plf at 10.75 TC- From 250 plf at 1075 to 250 plf at 19.25 BC-From 10 pif at 0.00 to 10 plf at 2.00 BC-From 10 pif at 2.00 to 10 plf at 19.25 Plating Notes Connectors In green lumber (g) designed using NDS/TPI reduction factors. Loading Bottom chord checked for 10.00 psf non-concun-ent live load. Wind Member design based on both MWFRS and C&C. Left end vertical not exposed to wind pressure. Additional Notes In lieu of structiiral panels or rigid celling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Stert(ft) End(ft) BC 25 0.00 2.00 BC 120 2.00 19.12 Apply puriins to any chords above or below fillers at 24" OC unless shown othenwise above. Rilaximum Bot Chord Forcee Per Ply (ibs) Chords Tens.Comp. Chords Tens. Comp. I-H H-G 127 -30 1431 -198 G-F F-E 2777 2745 -431 -425 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-l 100 -510 C-G 374 - 40 A-H 484 - 91 G-D 221 -1261 B-H 145 -8 D-F 52 -86 H-C 211-1080 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reguire exbeme care In febricating, handling, shipping, insteiling and bracing. Refer to and follow the latest edition of BCSI (Building Conriponenf Safeb Information, by TPI and SBCA) for safety practices prior to perfonning these functions. Installers shall provkle temporary bracing per BCSI. Unless noted oUienwise.top chord shall have properiy attached structijral sheathing and bottorn chord snail have a prooeny attachio rigkl celling. Locations shown for permanent lateral resttaint of webs shall have bracing installed per BCSI sections 63, B7. or BIO, ^^'"PIQ. ^ppiy pia^s to each fece of truss and position as shown aboveand on the JoinfDetails, unless noted othenwise. Referto as applicaple. Apply plates to each fece. of ta drawings l60A-ZWstanaanl plate positions. rrw Building Components Group ITW Buildino Components Group Inc. shaii not be responsible for any deviation from this drawing.any feiiure to build ttie truss in confonnance witti ANSI/TPI 1, (Jr for handling shipping '——•-"--r—- -i. • —. — .^^-..i ... ^— indicate* acceptance of prgesslonar ilsdhcL this driiw^^. witti ANSI/tPI 1,6r for handling, shipping ... „ =. indicate* acceptance of protessional engLineering responsibility solely for the design shown. The suttaDllity ana use of \ drawing for any structure n the responsibility ofthe Building Designer per ANSI/TPI f Sec.2. For more infonnation see ttiis job's general notes page ar«i these web sites; ITWBCG: www.itwbcfl.com: TPI: www.tpinst.org; SBCA: www.sbcindustrv.com; ICC: www.iccsaf6.org T344 HOLLERAN RESIDENCE #A1BSTUB SCIS Ply: 1 Qty: 1 SEQN: 230044 / T95 / SCIS FROM: SGH Cust: R9054 JRef: 1V9190540001 DnwNo: 231.14.0950.29070 JCJ / CWC 08/18/2014 12 5 76"10 13'3" Iffy 5'6"10 5'8"6 '=4X4 #3X4 A Efe3X5(F2) 5'1ff'2 710"2 5'6"10 13'4"12 19'3" Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP;C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.45 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg:NA CtNA CAT; NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI SM: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection In loc L/defl L/# VERT(LL): 0.164 D 999 240 VERT(TL): 0.427 D 536 180 HORZ(LL): 0.053 B - HORZ(TL): 0.138 B - Creep Factor: 2.0 Max TC CSi: 0.489 Max BC CSI: 0.966 Max Web CSI: 0.646 VIEW Ver 13.02.06.0219.20 • Maximum Reactions (ibs) Loc R /U /Rw /Rh / RL /W /343 /-/245 /3.5 /3.5 I 688 / 256 E 698 / 244 / 373 /- /- Wind reactkins based on C&C I Min Brg Widtti Req = 1.5 E Min Brg Widtti Req = 1.5 Bearings I & E are a rigid surfece. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Choreis Tens. Comp. A-B B-C 144 129 -533 C-D D-E 476 -1744 691 -2407 Lumber Top chord 2x4 DF-L #1&Bel(g) Bot chord 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standard(g) :W3 2x4 DF-L #1&Bet(g): Plating Note* Connectora in green lumber (g) designed using NDS/TPi reduction factors. Loading Bottom chorei checked for 10.00 psf non-concurrent live load. Wind Member design based on both MWFRS and C&C. Left end vertical not exposed to wind pressure. Additional Note* In lieu of stiuctural panels or rigkl ceiiing use puriins to laterally brace chords as follows: Chord Spacing(ln oc) Stert(ft) End(ft) BC 25 0.00 2.00 BC 101 2.00 19.12 Apply puriins to any chords aix>ve or below fillers at 24" OC unless shown otherwise above. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Choreis Tens. Comp. I-H H-G 253 1589 -61 -306 G-F F-E 2223 2197 -580 -573 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Wet>s Tens. Comp. A-l A-H B-H H-C 199 -681 C-G 647 -182 G-D 166 0 D-F 422 -1123 307 -45 322 -585 103 -42 08/19/2014 Component Satety. ntormation, by TPI and SBCA) for safer bracing per BCSI. Unless noted oVienwIse.top chord shall hi attached riokl ceiiing. Locations shown forpermanent later "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses regijire extt«me care in febricating, handling, shipping, installing and bracing.. Refer to and follow ttie latest edition of BCSI (Building Component Safely information, by TPI and SBCA) iSr safew pi^ctices pnor to performing these functions^ Installers shallprpyide temporary ,.—!c awoi'11.1 L-i j^--..: ^g'pjj f,!^ property attached strachiTal sheattiing and bottom chorer^tValThavea prooeriy • ralnt of webs shall have bracing installed per BCSI sections B3,B7. or BIO, shown aiiove and on the JolnrDetails, unless noted othenwise. Referto indanTplate positions. ITW Buildina Componente Group inc. shall not be responsible for any deviation from this drawing.any failure to build ttie titiss in confonnance witti ANSI/TPI 1, or for handling^ shipping. Installation and bracing: of ti^sses. A seal on this drawing orcover pageJstlna this drawring, indtoate* acceptance of promafonar eraineering raaponswlilfyaolely for .the cMign shown. The •uHaollity and use of thi* drawing for any structure n the re*pon*1binty of the Building Decigner per ANSI/TPI T Sec.2. iFor more intbrmation see this lob's aeneral notes page and these web sites: ITWBCG: www.itwfacg com; TPI: www.tpinst.ora; SBCA: www.sbdndustry.com: ICC: www.iecsafe.ofa rrw Building Components Group T344 HOUERAN RESIDENCE #A2G STUB VAULT GE Ply: 1 Qty: 1 SEQN: 229877 / T74 / DGAB FROM: SGH Page 1 of 2 Cusl: R9054 JRef: 1V9190540001 DnMvto: 231.14.0950.29943 JCJ / CWC 08/18^014 1^2 , 8'iir, _ "'^'.1, 8'")"..., "'3" Wtz (NNL) .— 2' — (NNL) •—2 — Loading Criteria (pso TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL; 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf In PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI Sto: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE DefVCSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.070 L 999 240 VERT(TL): 0.183 L 961 180 HORZ(LL): 0.033 M - HORZ(TL): 0.061 D - Creep Factor: 2.0 Max TC CSi: 0.371 Max BC CSI: 0.466 Max Web CSI: 0.505 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (Ibs), or *'PLF Lumber Top chonl 2x4 DF-L #1 &Bet(g) Bot chonl 2x4 DF-L «1&Bet(g) Webs 2x4 DF-L Standarel(g) :W1 2x10 DF-L #2(g): :W2, W4 2x4 DF-L #1&Bet.(g): :Stack Chorei SCI 2x4 DF-L #1&Bet(g): :Stack Chorei SC2 2x4 DF-L #1&Bet(g): Special Load* (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC-From 120 plf at OOO to 120 plf at 9.54 TC-From 62 plf at 9.54 to 62 plf at 23.50 BC-From 10 pif at 0.00 to 10 plf at 23.50 Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates ara 3X4 except as noted. (")1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading Truss transfera a maximum horizontal load of 1300 #( 55.32 pif) along top chord, from either direction, to supporte where Indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: Fore»(#) (PLF) Mbr Start End Case 1: 1300 55.32 TC 0.00 23.50 1300 149.28 BC 0.29 9.00 Bottom chord checked for 10.00 psf non-concun'ent live load. Wind Member design based on both MWFRS and C&C. 08/19/2014 Loc R /U /Rw /Rh / RL /W V 266 /194 / 321 /- /16 /3.5 V* 166 /21 /113 /- /-/111 0 534 / 46 / 448 /- /-/3.5 X /109 S /223 Wind reactions based on C&C V Min Brg Widtti Req = 1.5 V Min Brg Widtti Req = -O Min Big Widtti Req = 1.5 Bearing V is a rigid surface. Bearings V & 0 Fcperp = 625psi. Maximum Top Chord Forces Per Ply (ibs) Choreis Tens.Comp. Choreis Tens. Comp. A-C 1(H6 -670 H-1 48 -502 C-D 915 -501 I-J 56 -488 D-E 840 -403 J-K 371 -838 E-F 765 - 305 K-L 111 -1297 F-G 60 - 554 L-M 182 -1341 G-H 47 -480 L-N 35 -24 RNaxImum Bot Chord Forces Per Ply (Ibs) Choreis Tens.Comp. Chords Tens. Comp. V-U 841 -676 R-Q 376 -736 U-T 23 - 422 Q-P 1282 -200 T-S 165 -514 P-O 67 -8 S-R 396 - 724 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-V 210 -321 AB-AD 842 -67 B-W 448 - 992 AD-Q 838 -66 W-X 449 - 991 J-Q 297 -135 X-U 449 -990 Q-K 68 -767 U-F 113 -778 K-P 109 -87 F-Y 831 -66 P-M 1201 -190 Y-Z 843 -67 M-O 62 -518 Z-AB 824 - 65 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gabies Tens. Comp. D-W 21-111 AA-S 140 -42 **WARNiNG" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extteme care In febricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Componenf Safeh intbrmation, by TPI and SBCA) ISr safety practices pnor to performing these tuijotions. Installers shall provide temporary bracmg per SCSI, Unless noted owenwise.top chord shall have properiy attached structural sheaff)ing and bottom cnonf^nall have a proDeny attached rigkl ceiling. Locations shown forpermanent lateral resttaint of webs shall have bracing installed per BCSI sections B3, B7, or B10, asapplk^ble. Apply plates to each fece onruss and position as shown above and on the JolntDetalls, unless noted otherwise. Referto drawings 160A-Z for standarel plate positions. feiiure to build ttie truss in conformance For more infomiation s«» this job's general notes page and these web sites: ITWBCG: www.itwfacfl.com; TPI: www.tpinst.org: SBCA: www.sbdndustry.com; ICC: viiww.iecsafe.org rrw Building Components Group T344 HOLLERAN RESIDENCE (lfA2G STUB VAULT GE Ply: 1 Qty: 1 SEQN: 229877 / T74 / DGAB FROM: SGH Page 2 of 2 Cust: R9054 JRef: 1V9190540001 DnivNo: 231.14.0950.29943 JCJ / CWC 08/18/2014 Addttional Notes Negative reaction(s) of -194# MAK. (See Max Reactkins table above) Requires uplift connection. See DWGS A11515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requiremente. Stacked top chord must NOT be notched or cut In area (NNL). Attach stacked top chord (SC) to dropped top chorei in notchabie area using 3x4 tie-plates 24" o.c. Center plate on stacked/dropped chord interface, plate length perpendicular to chord length. Spice top chord In notchabie area using 3x6. Shim all supporte to solid bearing. In lieu of sb'ucturai panels or rigid ceiling use puriins to laterally brace chords as follows: Chorei Spacing(ln oc) Stert(ft) End(ft) TC 24 -9.25 14.25 BC 75 -9.25 2.00 BC 120 2.00 14.25 Apply puriins to any choreis above or beiow fillers at 24" OC unless shown othenwise above. E-X 14 Y-T 15 G-Z 77 -82 H -AB • 120 AC- R -97 I -AD 38 - 240 53 - 387 5 -33 08/19/2014 ••WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reqijire exbeme care In fabricating, handlino, shipping, installing and bracing. Referto and fbllow ttie latest edition of BCSI (Building Coniponenf Safeb information, by TPI and "•"^ * > < .-js-i— — i— t-u '- SI. Unless noted dthenwise.t iting, handling, shipping, installing and bracing. Referto ana toiiow tne latest edition of BCSi (Building „ - . . - - and SBCA) for safety practices prior to perfoifnlng these functions.. .Installers shall provide temporary bracihg per SCSI. Unless noted dihenwise.top chord shall have properiy attached structoral sheattiing and bottorn chord shall have a properly attached rigid celling, locations shown forpermanent lateral restraintof webs shall have bracing installed per BCSl sections $3, B7. or BIO, Rlk:able. Apply plafes to each fece oftruss and position as shown above and on the Joint Details, untess noted othenwise. Referto gs 160A-ZTor'stanaard plate positions. Srawii? rrw Building Components Group drawing for any a For more information see this lob's general notes pane and these vwbsKes: ITWBCG: www.ilwfacg.com; TPI: www.tplnst.org; SBCA: www.sbdndustrv.com; ICC: wviiw.iccsale.org T344 HOUERAN RESIDENCE #A2 STUB VAULT Ply: 1 Qly: 3 SEQN: 229889 / T73 / SCIS FROM: SGH Cust: R9054 JRef: 1V9190540001 Olv*lo: 231.14.0950.31473 JCJ / CWC 08/18/2014 5'9"4 11'3" 17'2"12 23'6° 5'9"4 5'5"12 5'11"12 6'3"4 E%4Xe 5'5"12 5'9"4 5'5"12 11'3" 6'3"4 5'11"12 17'6"4 23'6" Loading Criteria (psO TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code/Misc Criteria Bldg Code: CBC 2013 Res TPI Sto: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE DefVCSI Criteria PP Deflection In loc Udefl U« VERT(LL): 0.110 H VERT(TL): 0.287 H HORZ{LL): 0.071 F HORZ(TL): 0.185 F Creep Factor: 2.0 Max TC CSI: 0.418 Max BC CSI: 0.974 Max Web CSI: 0.748 983 240 180 VIEW Ver 13.02.06.0219.20 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh / RL /W J 846 / 301 /394 /- / 83 / 3.5 F 846 /297 /402 /- /- /3.5 Wind reactions based on C&C J Min Brg Widtti Req = 1.5 F MIn Brg Widtti Req = 1.5 Bearing J is a rigkl surface. Bearing F Fcperp = 625psi. Maximum Top Chord Forces Per Ply (lbs) Lumber Top chorei 2x4 DF-L #1&Bet.(g) Bot chorei 2x4 DF-L #l&Bet.(g) Webs 2x4 DF-L Standarel{g) Plating Note* Connectors In green lumber (g) designed using NDS/TPI reduction factore. Loading Bottom chord checked for 10.00 psf non-concureent live load. Wind Member design based on botti MWFRS and C&C. AddKionai Notes In lieu of structural panels or rigid celling use puriins to laterally brace chords as follows: Chorei Spacing(ln oc) Start(ft) End(ft) BC 111 0.00 11.25 BC 104 11.25 23.50 Apply puriins to any choreis above or below fillers at 24" OC unless shown othenwise above. Chords Tens.Comp. Chords Tens. Comp. A-B 593 -1897 C-D 584 -1842 B-C 591 -1834 D-E 648 - 2105 IMaximum Bot Chord Forces Per Ply (lb*) Chords Tens.Comp. Choreis Tens. Comp. J-1 105 -79 H-G 1978 - 559 l-H 1789 - 495 G-F 59 -29 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. Webs Tens. Comp. A-J 313 -824 H-D 183 -283 A-l 1665 - 464 D-G 144 - 284 1-B 153 -337 G-E 1840 -510 B-H 119 -124 E-F 316 -825 C-H 1022 - 258 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care In fabricating, handling, shipping. Installing and bracjng.. Refer to and follow the latest edition of BCSI (Building entSstfity.lnformation, by TPI ana SBCA) for safeh Sractices.pTlor to^perfoffning these fuiictronSj Installers shall provide teitiporaiy chorei shailTiSve property attached stmctoral sheattiing and bottorn ;5§i^tJnleM ncrtScI ottwSe^^ cHoW'sliailTiiiiro propertj^aitach! Locations shown for permanent lateral resttaint of webs shall have bracingJnSL. , - - T -. pjatips tp^ach facjs.of truss and position as shown above and on ttie JoiniDetails, unless noted othenwise. ng and bottorn chord snail have. istalled per BCSI sections $3, B' _ ,-ODeny 7/brB10, Referto standard (Sate positions. iponente Graup Inc. shall not be responsible f . or for handling, shipping, Instailation and brae llcate* acceptance nwing for any etnictii For more information see this lob's general notes page and these vwb sites: ITWBCG; wvw-itwfacfl.com; TPI: www.tpinst.orfl; SBCA: www.sbdnduslrv.com: ICC: www.iccsafo.org rrw Building Components Group iwittj ANSI/TPi 1, iSrTor iianSiincL shipping, Iristailation'^and bracingTdf trusses. A seal on thi* diiwing oi Indicate*, acceptance of proweefonar enaineering ps<p<?nsibi(ity soleh for,%e dMlgn drawing for any structura tt the re*pon*1bfl% of thi Building Deefgner per ANSI/TPI T Sec.2. deviation ftom this drawing.any feiiure to build ttie ttuss in confonnance hi* drawing orcoverpag.a ll*tingLttii* drawing. The auRaSility aia use of thn T344 HOLLERAN RESIDENCE #A3F STUB VAULT Ply: 1 Qty: 1 SEQN: 229910 / T90 I GfiBL FROM: SGH Cust: R9054 JRef: 1VgigoS40001 DnivNo: 231.14.0950.32657 JCJ / CWC 08/18fi!014 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 125 Spacing: 24.0" Wind Criteria WindSW: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg:NA CtNA CAT; NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code/Mttc Criteria BMg Code: CBC 2013 Res TPI Sto: 2007 Rep Factore Used: No FT/RT:20(0)/0{0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.047 B 999 240 VERT(TL): 0.132 B 999 180 HORZ(LL): 0.029 T - HORZ(TL): 0.082 T - Creep Factor: 2.0 Max TC CSI: 0.289 Max BC CSI: 0.423 Max Web CSI: 0.523 VIEW Ver: 13.02.06.0219,20 • Maximum Reaction* (lb*) Loc R /U /Rw /Rh / RL /W /121 /3.5 /- /3.5 /3.5 X 675 / 264 / 321 /- T 1054 /260 /494 /- L 330 /173 /181 /- / Wind reactions based on C&C X MIn Brg Widtti Req = 1.5 T Min Brg WWtti Req = 1.5 L Min Brg Widtti Req = 1.5 Bearings X & L are a rigid surface. Bearing T Fcperp = 625psi. Maximum Top Chord Forces Per Ply (lbs) Lumber Top chorei 2x4 DF-L #1&Bet.(g) Bot chonl 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standard(g) Plating Note* Connectora in green lumber (g) designed using NDS/TPI reduction factore. Ail plates are 2X4 except as noted. (")1 piate(s) require special positioning. Referto scaled plate plot detells for special positioning requiremente. Loading Tnjss designed to support 0-8-0 top chord outtookere and cladding load not to exceed 0.00 PSF one fece and 24.0" span opposite face. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concun«nt live load. Wind Member design based on both MWFRS and C&C. Addttional Notes See DWGS A11515ENC1002012, GBLLETIN0212, & QABRST100212 for gable wind bracing requirements. Shim all supports to solid bearing. In lieu of structoral panels or rigid celling use puriins to laterally brace chords as follows: Chorei Spaclng(ln oc) Stert(ft) End(ft) BC 120 0.00 11.25 BC 95 11.25 18.99 BC 112 19.04 28.37 fijpfAy puriins to any chords above or below fillere at 24" OC unless shown othenwise above. 08/19/2014 Choreis Tens.Comp. Choreis Tens. Comp. A-B 446 -1435 G-H 130 -21 B-C 370 -1178 H-1 262 - 385 C-D 358 -1173 I-J 246 -404 D-E 184-22 J-K 226 -423 E-F 163 -15 K-L 207 -439 F-G 145 -17 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Choreis Tens, Comp. X-W 135 -94 Q-P 360 -152 W-V 1341 -272 P-O 367 -155 V-U 636 -157 O-N 368 -155 T-S 362 -163 N-M 370 -157 S-R 362 -153 M-L 372 -160 R-Q 362 -153 Maximum Web Force* Per Ply (lb*) Webs Tens.Comp. Webs Tens. Comp. A-X 259 - 654 U-E 53 -148 A-W 1241 -325 U-T 181 -812 W-B 115 -239 T-Y 185 -439 B-V 184 - 273 Z-AA 180 -427 C-V 516 -91 AB-AC 179 - 422 V - D 424 0 AC-H 187 -434 D-U 262 -1018 H-P 169 -72 Maximum Gable Force* Per Ply (ib*) Gables Tens.Comp. Gables Tens. Comp. Y-S 26 -18 AC-Q 18 -29 F-Z 29 -42 0-1 27 -37 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS idling, shipping, insteiling and bracing. Refer to and foiiow the latest edition of BCSi —i-v. jr—„— Ji,-., '-iiTning these hinctions^ Instellers shall provide te :ructoTal sheattiing and bottorn chorei ?nall have t have Dracinglnstalled per BCSl sections B3, B7. or BIO, on the JoinfDetails, unless noted othenwise. Referto Trusses reguire extireme care in febricating, handlina, shipping, insteiling and bracing. Coniponenf Safety. Information, byJPI pnd SBCA)for8afeW practices pTiorto^perfoifni bracing per BCSI. Unless noted oihenwise,top chord shall have properiy attached struc attachad rigid ceiling. Locations shown forpermanent lateral rasti^int of webs shall *— as appllcatae. Appiy plates to each face or ttuss and position as shown above and drawings 160A-Z Wstandard plate positions. responsible fpr any deviation from ion and bracing, of busses. A seal on tiiT* diiwiitg orcover page listing, this drawing, (ring respon*lblii^*olalyfortn*9Mlga*hQwn. The euRaDllity ana uae of this if the Building Deeigner per ANSI/TPT f Sec.2. rrw Building Components Group ITW Buildina Componente Group Inc. shall not be responsible for any deviation ftom ttiis drawing.any feiiure to build ttia truss in coiifomiance witti ANSI/TPI 1. or for handiinct shipping. Installation and braano of ttusses. * —' — -*— IndHHrte* acceptance of proliMelonai enalneerl ^^...u..— drawing for any atructure w the reeponeibnlty of For more information see this kib's general notes page and these vwb sHes: ITWBCG: vwvw.itwfacg.com; TPi: www.tpinst.orfl; SBCA: www.sbdndustrv.com; ICC: www.iccsafo.org T344 HOUERAN RESIDENCE #A3 STUB VAULT Ply: 1 Qty: 1 SEQN: 229907 / T75 / SCIS FROM: SGH Cust: R9054 JRef: 1 VOI90540001 DnwNo: 231.14.0950.34020 JCJ / CWC 08/18/2014 11'3" 16'8"12 23'4"3 28'6" 5'9"4 55"12 4'5'7 5'1"13 ^4X4 5'5"12 76" 11'3" 189" 4'8'15 5'0"1 28'6" Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL; 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct NA CAT: NA Pf; NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI Sto: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.047 B 999 240 VERT(TL): 0.132 B 999 180 HORZ(LL): 0.029 I - HORZ(TL): 0.082 I - Creep Factor: 2.0 Max TC CSI: 0.289 Max BC CSI: 0.417 Max Web CSI: 0.521 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (Ibs) Loc R /U /Rw /Rh / RL /W M 675 / 264 / 321 /- /121 /3.5 I 1057 /263 /495 /- /- /3.5 G 328 /172 /181 /- /- /3.5 Wind reactions based on C&C M MIn Brg Wkltti Req = 1.5 I MIn Brg Wkltti Req = 1.5 G MIn Brg Widtti Req = 1.5 Bearings M & G are a rigkl surface. Bearing I Fcperp = 62Spsl. Maximum Top Chord Force* Per Ply (Ibs) Lumber Top chord 2x4 DF-L #1&Bel(g) Bot chore! 2x4 DF-L #1 &Bet(g) Webs 2x4 DF-L Standarel(g) Plating Notes Connectora in green lumber (g) designed using NDS/TPI reduction factore. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Member design based on botti MWFRS and C&C. Addttional Note* Shim all supporte to solid bearing. in lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chorei Spacing(ln oc) Start(ft) End(ft) BC 120 0.00 11.25 BC 95 11.25 18.99 BC 112 19.04 28.37 Appiy puriins to any chords above or below fillers at 24" OC unless shown othenwise above. Choreis Tens.Comp. Chords Tens. Comp. A-B 444 -1435 D-E 186 -24 B-C 367 -1178 E-F 155 -35 C-D 355 -1173 F-G 237 - 447 Maximum Bot Chord Forces Per Ply (Ibs) Choreis Tens.Comp. Choreis Tens. Comp. M-L 135 -94 l-H 361 -152 L-K 1341 -270 H-G 363 -151 K-J 637 -150 Maximum Web Force* Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-M 258 - 654 D-J 251 -1018 A-L 1241 -323 J-E 76 -182 L-B 115 -239 J-1 204 - 838 B-K 185 - 274 1-F 184 -432 C-K 516 -88 F-H 162 0 K-D 429 0 08/19/2014 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in febricating, handling, shipping. Installing and bracing. Refer to and follow tiie latest editton of PCSI (Building Component Satety Infonnation, by TPI and SBCA) for safely practices.prior tq perfoirning these functions^ .installers shall provkle temporary bracing per BCSI. Unless noted othenwise.top chonl shall have properiy attached structoral shaatihing and bottorn chord snail have a propeily attached rigkl celling. Locations shown forpermanent lateral resttaint of webs shall have bracing installed per BCSI sections B3, B7. or BIO, asapplk»ple. Apray plates to each fece of tmss and position as shown aboveand on ttie JoinfDetails, unless noted otherwise. Referto ' iwings leOA-Zror standani plate positions. drawings 1 ITW, with Al rrw Building Components Group luilding.Componente Group inc. shall not be responsible for any deviation from this drawing.any feHure to build the truss in confonnance NSI/TPl 1,orforhandlinashipping,instellationandbracing.ofbusses. Asealonthtedrawlngorcoverpageilsting ' Jts* acceptance of pn»es*lonar sng,lneering respon*lbillW*olehfor thedMlgn Tne euRaBlll^ anl drawing for any afaHicture tt the re*pon*1bniity ofthe Building Deeigner per ANSI/TPI f Sec.2. For more information see this lob's nenerai notes page and these »»eb sites: ITWBCG: www.itwfacfl.com; TPI: www.tplnst.oro; SBCA: www.sbdndustrv.com; ICC: www.iccsafo.org till* drawing u*e of thll T344 HOLLERAN RESIDENCE #A3A2PLY STUB VAULT Ply: 2 Qty: 1 SEQN: 229912 / T91 FROM: SGH /SCIS Cust: R90S4 JRef: 1V9190S40001 DlwNo; 231.14.0950.35090 JCJ / CWC 08/18/2014 E 2 Complete Trusses Required 03X4 -18'10-12 - 11'3-u'r 23'5"15 Loading Criteria (psf) Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. fi'om endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg:NA CtNA CAT:NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mttc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factors Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in ioc L/defl U# VERT(LL): 0.025 B 999 240 VERT(TL): 0.070 B 999 180 HORZ(LL): 0.015 I - HORZ(TL): 0.043 I - Creep Factor: 2.0 Max TC CSI: 0.339 Max BC CSI: 0.174 Max Web CSI: 0.251 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (ib*) Loc R /U /Rw /Rh / RL /W M 673 / 264 / 321 /- /121 / 3.5 I 1746 / 263 / 495 /- /- / 3.5 G 1200 / 203 / 247 /- /- /3.5 Wind reactions based on C&C M Min Brg Widtti Req = 1.5 i Min Brg WWtti Req = 1.5 G Min Brg WWtti Req = 1.6 Bearings M & G are a rigid surfece. Bearing I Fcperp = 625psl. Maximum Top Chord Force* Per Ply (Ibs) Lumber Top chonl 2x4 DF-L #1&Bet.(g) Bot chonl 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Stendard(g) Nallnote Nail Scheduie:0.128"x3", min. nails Top Chord: 1 Row @ 7.75" o.c. Bot Chonl: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.o. Use equal sjiaclng between rows and stagger nails in each row to avoid splitting. Special Loads (Lumber Dur.Fac.=1.25 / Plate DurFac.=1.25) TC-From 62 plf at 0.00 to 62 plf at 20.25 TC-From 250 plf at 20.25 to 250 plf at 28.50 BC-From 10 plf at 0.00 to 10 plf at 11.25 BC-From 10 plf at 11.25 to 10 plf at 18.75 BC-From lOpifat 18.75to lOplfat 28.50 Plating Notes Connectora in green lumber (g) designed using NDS/TPI reduction factore. Loading Bottom chord checked for 10.00 psf non-concureent live load. Wind Member design based on botti MWFRS and C&C. Addttional Notes Shim all supports to solid bearing. In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(ln oc) Start(ft) End(ft) BC 120 0.00 11.25 BC 95 11.25 18.99 BC 112 19.04 28.37 Appiy puriins to any chonls above or below fillere at 24" OC unless shown otherwise above. Chonls Tens.Comp. Choreis Tens. Comp. A-B 222 -714 D-E 93 -12 B-C 183 - 584 E-F 80 -97 C-D 178 - 581 F-G 143 -831 Maximum Bot Chord Forces Per Ply (ibs) Chonls Tens.Comp. Choreis Tens. Comp. M-L 68 -47 l-H 665 -112 L-K 667 -135 H-G 666 -112 K-J 306 -75 Maximum Web Forcee Per Ply (Ibe) Webs Tens.Comp. Webs Tens. Comp. A-M 129 -326 D-J 126 - 494 A-L 617 -162 J-E 38 -198 L-B 57 -119 J-1 102 - 502 B-K 92 -140 1-F 130 - 770 C-K 254 -44 F-H 81 0 K-D 236 -10 08/19/2014 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require exbeme care In febricating, liandilng, shipping, installlng.and bradng.. Refer to and fbitow ttie latest edition of BCSI (Building Component SafeW nfbrmation, by TPi ana SBCA) lor safety practices prior tq perfbrrning thrae ftjiictions^ Installers shall provkle temporary bracing per BCSI. Unless noted o%ienwise,topchonl shall have properiy attached stmctoTd sheatt)ing and bottom chord^flVall havea prooeriy attach5drigid ceiling. l,ocations shown forpermanent lateral resttaintof webs shall have bracingjnstf"—' ——••— — R.." (nfbrmation^lg^l lra#ihgs^^SA-^?Sr^s6n^rS'F?a^ ig these functions, iral sheati . —e bracing >,,»»,«,WM www, aY^uv* w.. w, w lach fecfs of tiuss and position as shown above and on the JoinfDetails, unless noted othenwise. Refer to rrw Building Components Group ITW Buildina Componente Group Inc. shall not be responsible for any deviation from this drawlng,any feiiure to buikl ttie truss In confonnance iNSI/TPI 1,orforhandlina,shlpping, Installation and bradng[ of ti-usses. A seal op thi* drawing ot^ ...Jlcats* acceptance of proTeeefonar wgineering re*pon*TbiiHy *ole^fort drawTng for any etructura M the re*pon*ibinty ofthe Building Deaigner per AH for more information see this lob's general notes page and these web sites: ITWBCG: www.ilv»bcfl.com; TPI: www.tpinst.org; SBCA: www.sbdndustrycom; ICC: www.iccsafo.oni with Indie eai on thb drawing orcover page n*trng.ihtt drawinjj, jS^i/m f^M •uitatsility ana use of ttitt T344 HOLLERAN RESIDENCE #A3B STUB VAULT Ply: 1 Qty; 3 SEQN: 229921 / T92 / SCIS FROM: SGH Cust: R9054 JRef: 1V9190540001 OmNo. 231.14.0950.36060 JCJ / CWC 08/18/2014 5'9"4 11'3" 18'10"12 23'4"3 5'9"4 5'5"12 2'r 4'10"5 *3X4 ^4X4 A f *3X4 2X^G1) 5'5"12 5'5''12 4-5'9"4 11'3" 76" 4'8'15 18'9" 23'5"15 Loading Criteria (pso 20.00 10.00 0.00 5.00 TCLL TCDL; BCLL: BCDL:__ Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.42 ft Loc, fi-om endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Cods / Mttc Criteria Bldg Code: CBC 2013 Res TPI SM: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflection In ioc L/defl L/# VERT(LL): 0.047 B 999 240 VERT(TL): 0.132 B 999 180 HORZ(LL): 0.029 I - HORZ(TL): 0.082 I - Creep Factor: 2.0 Max TC CSI: 0.289 Max BC CSI: 0.433 Max Web CSI: 0.504 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (lbs) Loc R /U /Rw /Rh / RL /W /119 /3.5 /3.5 M 675 /263 /322 / I 1052 / 263 / 492 /- / G 312 /165 /172 /- / Wind reactions based on C&C M MIn Brg Wkltti Req = 1.5 I MIn Brg Wkitti Req = 1.5 G MIn Brg Wkitti Req - - Bearing M is a rigid surfece. Bearing I Fcperp = 625psl. Maximum Top Chord Forcee Per Ply (Ibs) Lumber Top chonl 2x4 DF-L #1&Bel(g) Bot chorei 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standarel(g) :Rt Stub Wedge 2x4 DF-L Standarei(g): Plating Note* Connectora In green lumber (g) designed using NDS/TPI reduction factors. Hangere shall be installed after lumber has air-dried to 19% or less molstore content. Wind Memiser design based on both MWFRS and C&C. Addttional Notes Shim all supports to solid bearing. In lieu of stnjctoral panels or rigid celling use puriins to laterally brace chords as follows: Chorei Spacing(in oc) Stert(ft) End(ft) BC 120 0.00 11.25 BC 95 11.25 18.99 BC 110 19.04 28.21 Apply puriins to any chords above or below fillers at 24" OC unless shown othenwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Choreis Tens.Comp. Chords Tens. Comp. A-B 445 -1435 D-E 180 -23 B-C 368 -1178 E-F 150 -35 C-D 357 -1173 F-G 233 - 443 Maximum Bot Chord Force* Per Ply (Ibs) Chords Tens.Comp. Choreis Tens. Comp. M-L 133 -93 l-H 354 -152 L-K 1341 -275 H-G 356 -151 K-J 637 -152 Maximum Web Force* Per Ply (lb*) Webs Tens.Comp. Webs Tens. Comp. A-M 259 -654 D-J 255 -1018 A-L 1241 -324 J-E 77 -183 L-B 115 -239 J-1 207 - 839 B-K 184 - 274 1-F 184 -424 C-K 516 -90 F-H 159 0 K-D 429 0 08/19/2014 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS rigiS ceiiing. Locations shown forpSnnanent lateral reSb^int 6f webs sRalfhave bracing ins%.lled per BEII sections B3, B7. or BlO, able. Aopiy plates to each face onruss and position as shown above and on the JoinrDeteils, unless noted othenwise. Referto 160A-ZW Standard plate positions. i plate positions. rrw Building Components Group For more infonnation see this lob's general notes page and these web sites: ITWBCG: wvwi.itwbcg.com: TPI: www.tpin5t.org; SBCA: www.sbdndustry com; ICC: vww.iccsafo.org T344 HOLLERAN RESIDENCE #A4G STUB VAULT Ply: 1 Qty: 1 SEQN: 229966 / T93 / GABL FROM: SGH Cust: Rg054 JRef: 1V9190540001 DrwNo: 231.14.0950.37173 JCJ / CWC 08/18/2014 ' 1'4'' 11'8"13 17'3" 22'9"3 24'10",12 29'4"3 34'2"8 5'7"15 5'6"3 5'6"3 2'r9' 4'5"7 4'10"5 = 5X5 s3X4(F2) Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.42 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code/Misc Criteria Bldg Code: CBC 2013 Res TPI SW; 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflection In loc L/defl L/# VERT(LL): 0.045 E 999 240 VERT(TL): 0.120 E 999 180 HORZ(LL): 0.027 L - HORZ(TL): 0.073 L - Creep Factor: 2.0 Max TC CSI: 0.316 Max BC CSI: 0.343 Max Web CSI: 0.494 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (ibs), or '"PLF Loc R /U /Rw /Rh / RL /W /- A 237 /73 /69 /- A* 216 / 54 / 97 /- /- L 1037 /264 /497 /- /- J 312 /172 /176 I- Q /262 Wind reactions based on C&C A Min Brg Wkitti Req = 1.5 A MIn Brg Widtti Req = - L Min Brg Widtii Req = 1.5 J Min Brg Wkitti Req = - Bearing A Is a rigid surface. Bearings A & L Fcperp = 625psi /121 /3.5 /70.0 /3.5 /- Lumber Top chonl 2x4 DF-L #1&Bet(g) Bot chonl 2x4 DF-L #1 &Bet(g) Webs 2x4 DF-L Standarei(g) :Rt Stub Wedge 2x4 DF-L Standanl(g): Special Loads (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC-From 120 plf at OOO to 120 plf at 6.12 TC-From 62 plf at 6.12 to 62 plf at 34.21 BC-From 10 plf at OOO to 10 plf at 34.21 Wind Member design based on both MWFRS and C&C. Plating Note* Connectora In green lumber (g) designed using NDS/TPI reduction factors. Hangere shall be Installed after lumber has air-dried to 19% or less moistijre content All plates are 2X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concureent live load. Addttional Notes See DWGS A11515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requiremente. Shim all supports to solid bearing. In lieu of structiiral panels or rigid celling use puriins to laterally brace chords as follows: Chord Spacing{ln oc) Stert(ft) End(ft) BC 75 -5.87 11.25 BC 95 11.25 18.99 BC 110 19.04 28.21 Appiy puriins to any chords above or below fillere at 24" OC unless shown othenwise above. Maximum Top Chord Forces Per Ply (ibs) Chords Tens.Comp. Choreis Tens. Comp. A-B 166 -141 F-G 370 -1142 B-C 156 -77 G-H 184 -26 C-D 214 -32 H-i 154 -35 D-E 428 -1336 I-J 244 -444 E-F 364 -1144 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. Chords Tens. Comp, A-R 71 -104 O-N 1235 - 275 R-Q 53 -133 N-M 617 -155 Q-P 58 -98 L-K 354 -161 P-O 62 -92 K-J 357 -160 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. P-D 285 - 909 G-M 260 -992 D-O 1215 -287 M-H 75 -181 0-E 107 - 251 M-L 207 -824 E-N 181 -199 L-l 195 - 424 F-N 480 - 75 l-K 159 0 N-G 420 -12 iitaximum Gable Forces Psr Ply (Ibe) Gables Tens.Comp. Gables Tens. Comp. B-R 159 -403 C-Q 144 -98 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care In febricating, handlina, shipping, installing and bracing. Refer to and fpllow the latest edition of BCSI (Building Component Safety Intbrmation, by TPi and SBCA) for safety practices prior to perfomning these functions. Installers shall provide temporary bracing per BCSI. Unless noted othenwise.top chorei shall nave properiy attached sbuctoral sheathing and bottorn chorcTsnail nave a properly sheathing and bottorn chorf snail have a propeily riaki ceiiing. Locations shown forpisrmanent lateral resti^lnt Of webs shall have bracingjnstalied per BCSl sections B3, B7. or BIO, asapplkaSe. Apply plates to each fece oftniss and position as shown above and on the JoinrDeteils, unless noted othenwise. Referto drawings 160A-Z tor slandard plate positions. attached ribid calling. Locations shown forpermanent lateral resti^lnt of webs shall have bracingJnsi rrw Building Components Group ITW Builc Witt] ANS. indicates drawing f For more infomiation see this lob's general notes page and these web sites: ITWBCG: www.itwfacfl.com; TPi: www.tpinst.org; SBCA: www.sbdndustrv.com; ICC: www.iccsafe.org build ttie truss in confonnance over pag.e listing, thi* drawing, *ultaDi1tty and uae of thi* T344 HOU-ERAN RESIDENCE #A4A STUB VAULT Ply: 1 Qty: 1 SEQN: 229972 / T94 / SCIS FROM: SGH Cust R9054 JRef: 1V9190540001 DnwNo: 231.14.0950.39470 JCJ / CWC 08/18«014 6'0"14 11'8"13 22'9"3 6'0"14 5'7"15 5'6"3 5'6"3 I 24'10",12 29'4"3 34'2"8 2'1"9' 4'5"7 4'10"5 5'ir2 5'6"3 5'9"11 rer 4'8"15 4'4"9 5'11"2 11'5"5 ir3" 24'9" 29'5"15 33'10"8 "^'2"8 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1 25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.42 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mttc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s); WAVE Defl/CSI Criteria PP Deflectton in toe L/defl iM VERT(LL): 0.269 B VERT(TL): 0.737 B HORZ(LL): 0.121 J HORZ(TL): 0.332 J Creep Factor: 2.0 Max TC CSI: 0.844 Max BC CSI: 0.997 Max Web CSI: 0.937 405 240 180 VIEW Ver. 13.02.06.0219.20 • Maximum Reaction* (lb*) Loc R /U /Rw /Rh / RL /W /121 /3.5 /3.5 A 886 /320 /448 / J 1306 / 341 /592 /- / H 297 /162 /165 /- / Wind reactions based on C&C A MIn Brg Widtti Req s 1.5 J Min Brg Wkitti Req = 1.5 H MIn Brg Wkitti Req = - Bearing A Is a rigid surface. Bearing J Fcperp = 625psi. Maximum Top Chord Force* Per Ply (ibs) Lumber Top chorei 2x4 DF-L l»1&Bet(g) Bot chore! 2x4 DF-L #1 &Bet(g) Webs 2x4 DF-L Standarel(g) :Rt Stub Wedge 2x4 DF-L Standanl(g): Plating Note* Connectora In green lumber (g) designed using NDS/TPI reduction factore. Hangers shall be Installed after lumber has air-dried to 19% or less moisture content Wind Member design based on botti MWFRS and C&C. Addttional Notes Shim all supports to solid bearing. In lieu of structijral panels or rigid celling use puriins to laterally brace chords as follows; Chonl Spacing(in oc) Start(ft) End(ft) BC 80 0.13 17.25 BC 95 17.25 24.99 BC 110 25.04 34.21 Appiy puriins to any chords above or below fillere at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Chonls Tens.Comp. Choreis Tens. Comp. A-B 1023 -3261 E-F 223 -6 B-C 839 -2789 F-G 166 -16 C-D 514 -1663 G-H 221 -409 D-E 515 -1657 Maximum Bot Chord Forces Per Ply (Ibs) Choreis Tens.Comp. Chords Tens. Comp. A-N 2992 -884 L-K 717 -185 N-M 3029 -896 J-1 321 -140 M-L 2591 -655 l-H 324 -140 Maximum Web Force* Per Ply (lb*) Webs Tens.Comp. Webs Tens. Comp. N-B 79 -82 E-K 362 -1351 B-M 267 - 399 K-F 82 - 205 M-C 264 - 45 K-J 288 -1105 C-L 419 -1047 J-G 191 -418 D-L 884 -188 G-1 165 0 L-E 801 -79 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require exti'eme care In febricating, handling, shipping, Insteiling and bracing. Refer to and foiiow the latest edition of BCSI (Building Component Safe^ Information, by TPI and SBCA) for safety pactices prior to^perfortning these fupctionSj Installers shall provkie temporary bracing per SCSI. Unless noted dthenwise,top chord shall have property^attached structora sheatiNingand bottom chord ^nall nave a prooeily attached rigkl celling. Locations shown forpe ' " ' " ' ' — ... asappiteaple. Apply plates to each fecjs or tr drawings 160A-ZWstendard plate positions. i,top chord shall have property attached structoral sheattiing and bottorn chord shall have a prooeriy >rpermanent lateral resttaint of webs shall have bracing Installed per BCSI sections B3, B7. or BIO, of truss and position as shown above and on the JoinfDetails, unless noted othenwise. Refer to rrw Building Components Group ITW Builc with ANS.. indicate* drawing f For more information see this lob's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: vww.sbdndustrv.com; ICC: www.iccsafe.orfl jformance Irawing, T344 HOUERAN RESIDENCE M4 VAULT Ply: 1 Qty: 1 SEQN: 229941 / T77 /SCIS FROM: SGH Cust R9054 JRef: 1V9190540001 DtwNo: 231.14.0950.40733 JCJ / CWC 08/18/2014 6'0"14 11'8"13 17'3" 22'9"3 24'10"|12 29'4"3 34'6" 6'0"14 5'7"15 5'6"3 5'6"3 2'1"9' 4'5"7 5'ri3 5'ir2 5'6"3 5'9"11 r6" 4'8"15 5'0"1 5'ir2 11'5"5 17'3" 24'9' 29'5"15 34'6" Loading Criteria (psO TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. fi'om endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf in PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI Sto: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE DeflK:Si Criteria PP Deflection In ioc L/defl L/# VERT(LL): 0.269 B 999 240 VERT(TL): 0.739 B 404 180 HORZ(LL): 0.121 J - HORZ(TL): 0.332 J - Creep Factor: 2.0 Max TC CSi: 0.844 Max BC CSI: 0.997 Max Web CSI: 0.934 VIEW Ven 13.02.06.0219.20 • Maximum Reactions (ibs) Loc R /U /Rw /Rh / RL /W /121 /3.5 /- /3.5 /3.5 A 886 /321 /449 / J 1311 /340 / 594 / H 313 /170 /174 /- /- Wind reactions tiased on C&C A MIn Brg Widtti Req = 1.5 J MIn Brg Widtti Req = 1.5 H MIn Brg Widtti Req = 1.5 Bearings A & H are a rigid surface. Bearing J Fcperp = 625psl. Maximum Top Chord Forces Per Ply (ibs) Lumber Top chorei 2x4 DF-L #1&Bet(g) Bot chonl 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standanl(g) Plating Notes Connectore In green lumber (g) designed using NDS/TPI reduction factore. Loading Bottom chord checked for 10.00 psf non-concun'ent live load. Wind Member design based on both MWFRS and C&C. Addttional Notes Shim ali supports to solid bearing. In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chorei Spacing(ln oc) Start(ft) End(ft) BC 81 0.13 17.25 BC 95 17.25 24.99 BC 112 25.04 34.37 Apply puriins to any chords above or below fillere at 24" OC unless shown otherwise above. Chonls Tens.Comp. Chords Tens. Comp. A-B 1024 -3261 E-F 222 -7 B-C 839 - 2789 F-G 165 -17 C-D 513 -1664 G-H 227 - 413 D-E 515 -1658 Maximum Bot Chord Forces Per Ply (Ibs) Chonls Tens.Comp. Chords Tens. Comp. A-N 2992 -881 L-K 718 -184 N-M 3030 - 893 J-1 329 -141 M-L 2591 -851 l-H 331 -140 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N-B 79 -82 E-K 360 -1352 B-M 269 -399 K-F 80 -202 M-C 264 - 45 K-J 285 -1103 C-L 420 -1047 J-G 191 -427 D-L 885 -188 G-1 168 0 L-E 800 - 75 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reguire exbeme care in febricating, handlina, shipping. Installing Component Satob Information, by TPI and SBCA) for safety practices p' braongper gCs{,. Unless ngtsd ottienwise,top diord shall haye^properi; as apphcat drawlnr- ling and bracing. Refer to and foiiow ttie latest edition of BCSI (Building > prior to perfoirning these functions. Instellers shall provide temporary g per BCSI.'Unless notsd dlhenwise,top chorei shall have properiy attached structoral sneatning and bottorn chora siiall have a prooeny id rigkl ceiling. Locations shown forpermanent tateral restraint of webs shall have bracing installed per BCSl sections B3, B7. or BIO, ilicaple. Apply plates to each fece of tiuss and position as shown above and on ttie Joint Details, unless noted othenwise. Referto gs 160A-Z for^standard plate positions. rrw Building Components Group ' feiiure to buiid tiie truss in confonnance jg orcover page listing thtt drawing, _ _ e j|a|lga*hQwn. The euttaoility ana uae of this Ing for any structure tt the re*pon*il For more information see this job's general notes page and these web sites: ITWBCG: www.itwt)cg.com; TPi: www.tpinst.orfl; SBCA: www.sl)dndustrv-com; ICC: www.iccsafe.org I responsible for any deviation from this drawin -"-n and bracing, of ttusses. A seal on thi* r' ..ng respon*iblitty eolely for thi f the Building Designer per ANS T344 HOLLERAN RESIDENCE #A5F VAULT Ply: 1 Qty: 1 SEQN: 230006 / T78 / G/HBL FROM: SGH Page 1 of 2 Cust: R9054 JRef: 1 VOI 90540001 DnwNo: 231,14.0950.42380 JCJ / CWC 08/18^014 I 5'4"12 ~ I. 16;, , IB;6" , 2i;2" ,|. 12'"".^. It'B'' |.17T^'^, mo"^" •T- 2'3"5 ' 2'3"8 ' ' r3'' ' 1'4'' 10'1"3 , 12'4"ai 14'8", , 17'?" I 19'1,0" , 24'9" , 26'6'; , Wr * v¥^ '' I. 29'0"5, , 3ri|0" I 34'B" 30'P^, 33'2^ 1'5"11 ' 1'4" 5'3" 2'3"5 , 12'1" I. 1'3.'| 1'4", , 1'3' 1'4'; 1'4", 1'3"15 1'4", 16'' '• 21'i" ' 23'1'0" '26*' ' • 29'i"1 ' 31'1'0" '346" Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6,0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu; NA Cs: NA Snow Duration: NA Code / Mttc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflectton In loc L/defl L/# VERT(LL): 0.054 AK 999 240 VERT(TL): 0.163 AK 893 180 HORZ(LL):-0.026 J - HORZ(TL):-0,072 J - Creep Factor: 2.0 Max TC CSI: 0.254 Max BC CSI: 0.967 Max Web CSI: 0.305 VIEW Ver 13.02.06.0219.20 • litaximum Reactions (Ibs) Lumber Top chorei 2x4 DF-L#1&Bel(g) Bot chorei 2x4 DF-L #1&Bel(g) Webs 2x4 DF-L Stendarel{g) :W7, W8 2x4 DF-L #1&Bet(g): Plating Notes Connectors In green lumber (g) designed using NDS/TPI reduction factore. Aii plates are 2X4 except as noted. Loading Truss designed to support 0-8-0 top chonl outtookere and cladding load not to exceed 0.00 PSF one face and 24.0" span opposite face. Top chorei must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Member design based on both MWFRS and C&C. Addttional Note* See DWGS A11515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requiremente. Shim all supporte to solid bearing. In lieu of structoral panels or rigkl celling use puriins to laterally brace chords as follows: Chore! Spaclng(in oc) Start(ft) End(ft) BC 112 0.13 12.23 BC 75 12.23 34.37 Apply puriins to any choreis above or below fillere at 24" OC unless shown othenwise above. 08/19/2014 Loc R /U /Rw /Rh /RL /W A 436 / 217 /195 /- /121 /3.5 Al 897 /205 /503 /- /-/3.5 X 862 /273 /462 /- /-/3.5 Q 302 /155 /169 /- /-/3.5 Wind reactions based on C&C A Min Brg Wkitti Req = 1.5 Al Min Brg WWtti Req = 1.5 X MIn Brg WklUi Req = 1.5 Q MIn Brg Widtti Req = 1.5 Bearings A & 0 are a rigid surface. Bearings Al & X Fcperp = 625psl. Maximum Top Chord Forces Per Ply (Ibs) Chonls Tens.Comp. Chonls Tens. Comp. A-B 567 -1246 I-J 248 -236 B-C 336 -533 J-K 218 -285 C-D 207 - 85 K-L 117 -4 D-E 251 -262 L-M 96 -13 E-F 272 - 226 M-N 206 -297 F-G 284 - 210 N-0 187 -314 G-H 276 - 203 0-P 167 -334 H-1 263 - 217 p.Q 147 -349 Maximum Bot Chord Forces Per Ply (Itw) Chords Tens.Comp. Chonls Tens. Comp. A-AK 1118 -462 AA-Z 46 -52 AK-AJ 1131 -469 Z-Y 46 -52 AJ-AH 438 -151 Y-X 47 -53 AI-AG 6 -8 X-W 279 -97 AG-AF 6 -8 W-V 279 -97 AF-AE 6 -8 V-U 278 -96 AE-AD 6 -8 U-T 283 -98 AD-AC 46 -52 T-S 285 -99 AC-AB 46 -52 S-R 286 -101 AB-AA 46 -52 R-Q 289 -104 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AK-B 118 -5 AD-AQ 232 -30 B-AJ 301 -647 AR-AS 215 -20 AJ-C 247 - 59 AT-AU 225 -28 C-AH 185 - 523 AV-AW 261 -46 AH-AI 195 -866 258 -41 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlina, shipping, installing and bracing. Refer to and foiiow ttie latest edition of BCSI (Building •j-j. . . . ,—TfjianaSBr* —r^.x—> 1...^.—i—•>....<—u— i—..n ,.-,1— Coniponenf bracing per I , attached rigid ceilini as appiteaoli drawihgs 16 indlino, s iCA)fori actices prior to performing these functions. Installers shall brovWe Information, by Tl dttie shown forpisrmanent lateral reitt^lnt 6f webs shall have bracing ..—,— T-, plates to each fece of truss and position as shown above and on the JoinrDeteils, unless noted othenwise. bracliig'pei-'SC§i7Uniess'not^ tnherwise.top chonl shall have properiy attached structoral sheattiing and bottorn chord shall have a propeily " ' |,ocations shown forpermanent lateral resti^lnt of webs shall have breang installed per BCSl sections ^3, B7. or BIO, sbndard plate positions. f?eferto' mw Building Components Group ITW Buildina Componente Group inc. shall not be responsible for any deviation from this drawlrig,any feiiure to build ttie tiiiss in conformance witii ANSI/TPI 1, Or for handling, shipping. Installation ana bracina of tiusses. A seal on thi* drawing orcover page listing, tni* drawing. Indicate* acceptance of proleselonar engiineertng respon*1blitty *olefyforthe dM The *ufta6l% anil uae of thli drawTng fbr any atructure b the reeponsibiiii^ of tnl Building DMigner per ANSI/TPI f Sec.2. For more information see this lob's general notes page and these v»eb sHes: ITWBCG: www.itwfacg com; TPI: v»ww.lpinst.org; SBCA: www.sbdnduslrv.com; ICC: vww.iccsafe.org T344 HOUERAN RESIDENCE #A5F VAULT Ply: 1 Qty: 1 SEQN: 230006 / T78 / GfiSL FROM: SGH Page 2 of 2 Cust: R9054 JRef: 1V9190540001 Dnwfto: 231.14.0950.42380 JCJ / CWC 08/18/2014 AH-D D-AL AL-AM AN-AO AP-AD G-AD 83 - 491 301 315 282 307 16 0 0 0 0 -98 AX-K K-X X-AY AZ-BA BA-M M-U 238 - 31 162 175 174 181 140 -495 -408 -407 -54 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. AG-AL 12 -19 J-AV 63 -98 AM-E 53 -58 AW-Z 12 -7 AF-AN 37 -12 AX-Y 21 -44 AO-F 41 -43 AY-W 40 -69 AE-AP 51 -77 L-AZ 33 -72 AQ-AC 56 -84 BA-V 15 -15 H-AR 44 -47 T-N 33 -43 AS-AB 28 -14 S-0 40 -35 l-AT 43 -35 R-P 40 -32 AU-AA 31 -28 08/19/2014 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extivme care in febricating, handling, shipping, installing and bracing. Refer to and fbllow the latest edition of BCSI (Buiiding Coreiponent Safety Infbrmation, by TPI and SBCA) for safety practices.prior to performing these functions. .Instellers shall provkle temporary bracing per SCSI. Unless noted dttierwise.top chonl shall nave properiy attached stroctoral sheattiing and bottorn chora siiall have a propeily attached rigid celling. Locations snown forpermanent lateral resti'aint of webs shall have bracingjnstelled per BCSI sections B3, B7. or BIO, as applicable. Apply plates to each face of truss and position as shown aboveand on the JoinfDetails, unless noted othenwise. Referto drawifigs 160A-ZWsfandarel pf ' I plate positions. rrw Building Components Group ITW Buildina.Componente Group Iric. shall not be responsible for any deviation from this drawing.any feiiure to build ttie truss In conformance with ANSI/TPI 1, or for handlina shipping, Instailation and bracing, of ttusses. A seal on thi* drawing orcover page lietina thtt drawing. Indicate* acceptance of prowseionar enaineering respon*iblilw*ol*ly(brlMdMign*hown. Tne eunaBlltty ana uae of this drawing for any structure tt th* responsibility of the Builaing Designer per ANSI/TPI f Sec.2. For more information see this lob's general notes page and these yyeb sites: ITWBCG: www.itwtacg.com; TPi: www.toinst.ofg: SBCA: www.sbdndustrv.oom; ICC: www.iccsafe.org T344 HOULERAN RESIDENCE #A5D DRAG VAULT Ply: 1 Qty: 1 SEQN: 230017 / T79 / G/VBL FROM: SGH Cust: R9054 JRef: 1V9190540001 DnwNo; 231,14.0950.43710 JCJ / CWC 08/18/2014 5'4"12 10'1"3 12'4"a 17'3" 24'9" 29'0"5 34'6" 5'4"12 4'8"7 2'3"5 ' 4'10"8 7'6" 4'3"5 5'5"11 5'3" 4'6"11 23"5 I 5'2" 7'9"9 4'1"8 5'3"15 5'3" 9'9"11 12'1" 17'3" 25'0"9 29'2"1 34'6" Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg,Pf In PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code/Misc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflectton In loc L/defl L/# VERT(LL): 0.053 O 999 240 VERT(TL): 0.163 0 891 180 HORZ(LL):-0.042 I - HORZ(TL):-0.060 I - Creep Factor: 2.0 Max TC CSI: 0.390 Max BC CSI: 0.967 Max Web CSI: 0.678 VIEW Ver 13.02.06.0219.20 • Maximum Reactions (Ibs), or *>PLF Loc R /U /Rw /Rh /RL /W Lumber Top chonl 2x4 DF-L #1&Bet(g) Bot chorei 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standarei(g) :W7, W8 2x4 DF-L #1&Bet(g): Plating Notes Connectore In green lumber (g) designed using NDS/TPI reduction factore. Aii plates are 3X4 except as noted. Loading Truss bansfere a maximum horizontal load of 2400 # ( 69.57 plf) along top chorei, ftom either directton, to supporte where indicated. Diaphragm and connections are to be designed by Engineer of Record. Drag Loads: FoTCe<#) (PLF) Mbr Start End Case 1: 2400 69.57 TC 0.00 34.50 2400 252.85 BC 24.75 34.24 Bottom chord checked for 10.00 psf non-concureent live load. Wind Member design based on both MWFRS and C&C. Addttional Notes Negative reaction(s) of -503# MAX. (See Max Reactions table above) Requires uplift connection. Shim all supports to solid bearing. In lieu of structoral panels or rigkl ceiling use puriins to laterally brace chonls as follows: Chonl Spacing(in oc) Start(ft) End(ft) BC 112 0.13 12.23 BC 75 12.23 34.37 Apply puriins to any chords above or below fillere at 24" OC unless shown othenwise above. A 436 / 217 /195 /- /- /3,5 M 916 /503 /1310/- /- / 3.5 H* 116* /243 /144*/- /NOTE /117 I /564 Wind reactksns based on C&C A Min Brg Widtti Req = 1.5 M Min Brg Widtti Req = 1.5 J Min Brg Widtti Req = - Bearings A & J are a rigkl surface. Bearing M Fcperp = 625psl. Maximum Top Chord Forces Per Ply (lb*) Chonls Tens.Comp. Chonls Tens. Comp. A-B 567 -1248 E-F 1058 -1327 B-C 532 -912 F-G 1126 -1203 C-D 925 -877 G-H 700 - 925 D-E 545 -702 Maximum Bot Chord Forces Per Ply (Ibs) Choreis Tens.Comp. Choreis Tens. Comp. A-O 1120 - 462 K-J 968 -898 O-N 1133 - 469 J-1 1636 -1463 N-L 441 -151 l-H 836 - 665 M-K 27 -29 Maximum Web Forces Per Ply (ibs) Webs Tens.Comp. Webs Tens. Comp. O-B 118 -5 D-K 1027 -746 B-N 301 -649 E-K 418 -546 N-C 246 -59 K-F 416 -278 C-L 184 -525 F-J 231 -568 L-M 518 -1293 J-G 714 -863 L-D 673 -1109 G-1 640 - 703 08/19/2014 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extteme care in febricating, handling, shipping, instaliina and bracing.. Refer to and follow ttie latest editipn of BCSI (Building Componen? Safety information, by TPi and SBCA) lor safety p^ctices^pTior to^perfoifning these functions. Installers shall protride temporary bracihg per BCSj. Unless noted cflheiwise.top chorei sliall have properiy attached structoral sheatt;ing and bottom chonl snail h|ve a properiy attached rigkl celling. Locations shown for oermanent lateral resttaint of webs shall have bracing installed per BCSl sections B3, B7. or BI O, asappik»Dle. AoMy dates to each fece of truss and posltton as shown aboveand on the JoinrDeteils, unless noted othenwise. Referto drawings 160A-2ror^stondanl plate positions. rrw Building Components Group ITW Building Componente Group Inc. shall not be responsible witti ANSI/TPI 1, or for handlina, shipping. Installation and bra. Indicate* acceptance of proMaslonai englneertng lespoi drawing fbr any atructure tt tiie re*pon*1bnity of tiiS Building Deeigner r truss In conformance IstingLthis d^wriiii|. and use ite* acceptance of i . _ r . 'una reaponnDiiny OTine BuiKiing ue»ignerperMnai/ir For mora Infemnation see this lob's general notes page and these web sites: ITWBCG: www.ilwbcfl.com; TPi: www.tpinsl.org; SBCA: www.sbdndustrv.com: ICC: vww.iccsafe.orfl T344 HOLLERAN RESIDENCE #A5 VAULT W/FAU Ply: 1 Qty: 6 SEQN: 230023 / TSO / GABL FROM: SGH Cust; R9054 JRef; 1V9190540001 DiwNo: 231.14.0950.44913 JCJ / CWC 08/18/2014 5'4"12 10'r3 12'2' 5'4"12 4'8"7 2'1"9 2"12 "Q I ' 14'7"4, 17'3" 19'9" 25'10"14 34'6" 2'4"8 ' 2'7"12 ' Z6" 6'1"14 ff7"2 =3X6(B1) 5'3" 4'6"11 5'3" srsr^^ 23"S|_ 2'6"4_| 12'1""'" 14TV 55"4 6'0"2 ff5"6 20'0"8 26'0"10 34'6" Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: 11 EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI Std: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection In loc L/defl \J# VERT(LL): 0.388 G 683 240 VERT(TL): 1.175 G 226 180 HORZ(LL): 0.110 J - HORZ(TL): 0.329 J - Creep Factor: 2.0 Max TC CSI: 0.867 Max BC CSI: 0.966 Max Web CSI: 0.867 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (lba) Lumber Top chom 2x4 DF-L #1&Bet.(g) Bot chonl 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standarei(g) Plating Notes Connectore in green lumber (g) designed using NDS/TPI reduction factore. All plates are 3X4 except as noted. Loading Bottom chorei checked for 10.00 psf non-concunent live load. Truss designed for unbalanced load using 0.00/1.00 wlndward/leewarei fectore. Wind Member design based on both MWFRS and C&C. Addttional Notes Mechanical Unit Loads Supported by this Truss At Tniss Unft Unit Supporting X-Loc Piece Lbs. Widtii Trusses 17.25 WEB 300.0 3.00 3 Shim all supports to solid bearing. In lieu of structoral panels or rigid celling use puriins to laterally brace chords as follows: Chord Spaclng(in oc) Stert(ft) End(ft) BC 93 0.13 12.20 BC 75 12.23 34.37 Apply puriins to any choreis above or below fillere at 24" OC unless shown othenwise above. Loc R /U /Rw /Rh / RL /W A 682 /268 /305 /- /121 /3.5 N 1016 /267 /530 /- /-/3.5 1 998 /322 /505 /- /-/3.5 Wind reactions tiasad on C&C A MIn Brg Wkitti Req = 1.5 N MIn Brg Wkitti Req = 1.5 1 MIn Brg Widtti Req = 1.5 Bearings A & i are a rigid surfece. Bearing N Fcperp = 625psl. Maximum Top Chord Force* Per Ply (ibs) Chonls Tens.Comp. Choreis Tens. Comp, A-B 785 - 2307 E-F 97 -152 B-C 619-1906 F-G 97 -33 C-D 500 -1645 G-H 413 -1176 D-E 486 -1491 H-1 537 -1900 Maximum Bot Chord Forces Per Ply (lt>s) Choreis Tens.Comp. Choreis Tens. Comp. A-P 2102 - 663 L-K 979 -175 P-O 2133 - 674 K-J 1662 -411 0-M 1791 -431 J-1 1665 -410 N-L 3 -10 Maximum Web Force* Per Ply (ibs) Webs Tens.Comp. Webs Tens. Comp. P-B 77-70 M-L 1619 -292 B-0 235 -522 E-L 137 -745 0-C 160 -39 E-G 390 -958 C-M 193 -538 G-K 330 -69 D-M 360 - 62 K-H 300 -811 M-N 321 -1245 H-J 290 0 M-E 884 -108 08/19/2014 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trosses reqijire exbeme care in febricating, handlina, shipping, insteiling and braang.. Refer to and follow ttie latest edition of BCSI (Building Componenf SateW intbrmation, by TPI find SBCA) for Mfety (S^ctices pnor to^perfoffningthese functions Installers shall prpvide teniporary u—le XSI. Unless noteci <»henwise,top chorei shall have properiy attached structoTal sheattiing and bottorn choreTsfiall navea propeny , I ceiling. Locations shown forpermanent lateral restiaint of webs shall have braqng installed per BCSl sections 93, B7. or BI O, asapplkaSe. ApiMy nates to each fece ol^btiss and position as shown aboveand on ttie JoinrDeteils, unless noted ottierwise. Referto drawings 160A-Z foi'standarel plate positions. ITW Buildina Componente Group Inc. shall not be responsible for any deviation from ttiis drawing.any feiiure to build ttie truss iri confonnance wi* ANSI/TPI 1, or for handlina shipping, instailation and bracina of ttusses. A seji on indtoate* acceptance of prora**ionar i rrw Building Components Group drawTngltor any structure 6'the raispbhelbfliiSMDfthi building <n*i lltty solely for me] eeigner per ANSIr _ orcover page listing, thtt drawing, ahown. The euttaeillty anS uae of thn For more Information see this lob's general notes page and these web sKes: ITWBCG: wvw.itwfacg.com; TPi: www.tpinst.org; SBCA: www.sbdndustrv.com; ICC: www.iccsafe.org T344 HOUERAN RESIDENCE *A6 VAULT Ply: Qty: SEQN: 232589 / T96 / GABL FROM; SGH Cust; R9054 JRef: 1V9190540001 DrwNo: 231.14.0950.46153 JCJ / CWC 08/18/2014 5'4"11 I 8'4"8 1^ 5'4"11 2'11"13" 12'8"4 16'2"12|. 19'3"14, 23'10"12 3'6"8 "'" 3'1"2 ''" =5X6 30'1" 38'7"12 4'3"12 4'6"14 6'2"4 8'6"12 s3X5(B1) 5'2"15 3'0"3 4'1"10 3'10" 2'8" 5'1"12 6'1"14 8'5"6 5'2"15 8'3"2 12'4"12 16'2"12 18'10"I2 24'0"8 30'2"6 38'7"12 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria WindSW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL; 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.45 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mttc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflection In ioc L/defl L/# VERT(LL): 0.096 L VERT(TL): 0.306 L HORZ{LL): 0.024 K HORZ(TL): 0.069 K Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.379 Max Web CSI: 0.883 999 875 240 180 VIEW Ver: 13.02.06.0219.20 • litaximum Reactiona (lbs) Loc R /U /Rw /Rh / RL /W A 324 /169 /144 /- /141 /3.5 N 1991 /511 /938 /- /- /3.5 J 766 /258 /393 /- /- /3.5 Wind reactions based on C&C A Min Brg Widtti Req = 1.5 N MIn Brg Widtti Req = 2.1 J MIn Brg Widtti Req = 1.5 Bearings A & J are a rigkl surface. Bearing N Fcperp = 625psl. Maximum Top Chord Forces Per Ply (Ibs) Lumber Top chorei 2x4 DF-L #1 &Bet(g) Bot chorei 2x4 DF-L #1 &Bet(g) Webs 2x4 DF-L Standanl(g) :W10, Wll 2x4 DF-L #1&Bet(g): Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes Connectore in green lumber (g) designed using NDS/TPI reduction factore. Ali plates are 3X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss designed for unbalanced load using 0.00/1.00 windward/leeward fectore. Wind Member design based on botti MWFRS and C&C. Addttional Notes Mechanical Unit Loads Supported by this Truss At Tnjss Unit Unit Supporting X-Loc Piece Lbs. Width Trusses 17.25 WEB 300.0 3.00 3 Shim all supporte to solid bearing. In iieu of structoral panels or rigid celling use puriins to laterally brace chords as follows: Chord Spacing(ln oc) Stait(ft) End(ft) BC 98 -4.01 4.11 BC 75 4.11 34.37 Apply puriins to any chonls above or beiow fillere at 24" OC unless shown othenwise above. Choreis Tens.Comp. Chords Tens. Comp. A-B 346 -744 F-G 2152 - 525 B-C 146 -195 G-H 1676 - 402 C-D 423 - 64 H-1 244 -684 D-E 695 - 43 I-J 367 -1315 E-F 2149 - 527 Maximum Bot Chord Force* Per Ply (lb*) Chonls Tens.Comp. Chonls Tens. Comp. A-Q 651 -255 N-M 531 -66 Q-P 652 -256 M-L 543 -84 P-O 140 -56 L-K 1123 -229 O-N 183 -372 K-J 1126 - 228 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Q-B 120 0 N-R 673 - 2399 B-P 265 -489 F-R 78 -127 P-C 301 -78 R-M 202 0 C-O 182 -559 R-G 532 -1676 0-D 266 - 35 R-H 630 -1796 D-N 152 - 459 H-L 463 - 99 E-N 861 -258 L-l 283 -693 E-R 541 -1448 l-K 256 0 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extireme care in febricating, handlina, shipping, insteiling • • information, by TPI and SBCA) for Mfely practices pr.. ....... .^, . , cAhenwise,top ohorel shall have properiy attached stmctoral sheattiing and bottom chi .1.— ^. ial»ra\ resttaint of webs shall have bracing installed per BCSl: „ jss and position as shown aisove and on ttie JoinfDetails, i igs 160A-Z for standani plate positions. 'ormance 'S' drawTrig fbr any stnicture T For more Infonnation see this lob's general notes page and these web sites: ITWBCG: vww.ilwfacg com; TPI: www.tpinst.org: SBCA: www.sbdndustrv.com: ICC: wvw.toesafe.org ling and bracing. Refer to and foiiow ttie latest edition of PCSI (Building > prior to perfomning these functions. Instellers shall provide temporary ,„_ ._-riy attached stmctoral sheattiing and bottorn chorei snail havea isrooeny attachSd rigkl ceiling. I,ocations shown forpermanent lateral resti^int Of webs shall have bracing installed per BCSI sections 93, B7. or BIO, asapplk»ffls. AopTy plates to each fece of tmss and position as shown aboveand on ttie JoinfDetails, unless noted othenwise. Referto drewings l60A-2:Tor standani plate positions. mw Building Components Group ITW BuUding. Componente Group with ANSI/TPI 1, or for handlinr ndlcat** acceptance of Jrawln~ *— — T344 HOLLERAN RESIDENCE #A6G GABLE Ply: 1 Qty: 1 SEQN: 232597 / T97 / DGAB FROM: SGH Page 1 of 2 Cust: R9054 JRef: 1V9190540001 Dnwt*to: 231.14.0950.47507 JCJ / CWC 08/18/2014 t'lljlf^^'lt^. .1'7^ trf^.l5:fF 1B'3^ioS^'23ft^a5'fl? 29.-^^^l'p;^33'fifM"387'';2 • 3X6 #3X4 P >»3X4 ;4(") ««3X4 J.E3X4(C3) =3X4(C3) I. 1". 4 I. vr. i^vj.- |_rB] , ra-. , V4 , V4 , 1'4 i'4 , ry , r4: ^^4,,.r4?i4,,.,rwi4,,.r97t''it„n2^ I t4r ,_r4,' |j|4j |_f4j L_T4,' I. I T'y , i'4'^ 1.1'4; , T'4- , i'4; i'ir,i4 '3T14 ''5'lf"14 'eri4 'rn-14 "iXffM '167"14 TSs-M ' 21'1'1''14 ' 247-14 ' 2ri"U ' 29'1'1"14 '327''14 ' 35'i"i4 ' 387"'|2 (NNL) I— 3'1"4 H (NNL) (— 3'1''4 H Loading Criteria (psf) TCLL: TCDL: BCLL: BCDL: Des Ld: 20.00 10.00 0.00 5.00 "ssiocT NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24,0" Wind Criteria WindSW: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.86 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Critertt Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflection In ioc L/defl L/# VERT(LL): 0.002 P 999 240 VERT(TL): 0.008 P 999 180 HORZ(LL): 0.001 AC - HORZ(TL): 0.002 AA - Creep Factor: 2.0 Max TC CSI: 0.171 Max BC CSI: 0.044 Max Web CSI: 0.321 VIEW Ver: 13.02.06.0219.20 • Maximum Reactione (lbs), or *>PLF Loc R /U /Rw /Rh / RL /W A* 180 /- /32 /- /I /463 Wind reactions based on C&C A MIn Brg Widtti Req = - Bearing A Is a rigid surfece. Maximum Top Chord Force* Per Ply (Ibe) Lumber Top chorei 2X4 DF-L #1&Bet.(g) Bot chorei 2X4 DF-L #1&Bet(g) Webs 2x4 DF-L Stendarei(g) M13, M15 2x4 DF-L #1&Bet(g): Steck Chonl SCI 2x4 DF-L #1&Bet(g): Steck Chonl SC2 2x4 DF-L #1&Bet(g): Stack Chonl SC3 2x4 DF-L #1&Bet(g): Stack Chorei SC4 2x4 DF-L #1&Bet(g): Special Load* (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC-From 130 plf at O.OOto 210 plf at 19.32 TC-From 210 plf at 19.32 to 130 plf at 38.65 BC-From 10 plf at O.OOto 10 plf at 38.65 Plating Notes Connectora in green lumber (g) designed using NDS/TPI reduction factore. All plates are 2X4 except as noted. (**)2 plate(s) require special posltk>ning. Referto scaled plate plot details for special poslttonlng requirements. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Puriins In lieu of rigid celling, brace bottom chord with puriins at 75" OC. Wind Member design based on both MWFRS and C&C. Additional Notes See DWGS A11515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requiremente. Stacked top chord must NOT be notched or cut in area (NNL). Attach stacked top chord (SC) to dropped top chord in notohable area using 3x4 tie-plates 24" o.c. Center plate on stecked/dropped chorei Interface, plate length perpendicular to chord length. Splice top chord In notohable area using 3x6. Chords Tens.Comp. Choreis Tens. Comp. A-B 5 -86 P-Q 0 -250 A-C 95 -39 Q-R 54 -74 B-C 12 -113 R-S 38 -62 C-D 14 -11 S-T 33 -65 D-E 33 -98 T-U 30 -66 E-F 28 -80 U-V 30 -68 F-G 29 -77 V-W 30 -69 G-H 29 -75 W-X 30 -71 H-1 30 -71 X-Y 29 -75 I-J 30 -69 Y-Z 29 -77 J-K 30 -68 Z-AA 28 -80 K-L 30 -66 AA-AB 34 -98 L-M 33 -65 AB-AC 14 -11 M-N 38 -62 AC-AD 12 -113 N-O 54 -74 AC-AE 95 -39 O-P 0 -250 AD-AE 5 -86 Maximum Bot Chord Forces Per Ply (Ibs) Choreis Tens.Comp. Chonls Tens. Comp. A-BF 66 -5 AS-AR 47 -10 BF-BE 58 -6 AR-AQ 46 -10 BE-BD 50 -8 AQ-AP 46 -10 BD-BC 48 -8 AP-AO 46 -10 BC-BB 48 -9 AO-AN 47 -10 BB-BA 48 -9 AN-AM 47 -10 BA-AZ 48 -9 AM-AL 47 -9 AZ-AY 47 -10 AL-AK 47 -9 AY-AX 47 -10 AK-AJ 47 -9 AX-AW 47 -10 AJ-AI 48 -9 AW-AV 47 -10 AI-AH 48 -8 AV-AU 47 -10 AH-AG 49 -8 AU-AT 46 -11 AG-AF 58 -6 AT-AS 47 -10 AF-AE 66 -5 08/19/2014 Maximum Gable Forces Psr Ply (lbs) Gables Tens.Comp. Gables Tens. Comp. bracihg per E "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require exbeme care In febricating, handling, shipping, Insteliing.and brat^ng. Refer to and follow the latest edition of BCSI (Building ment Safety Information, by TPi and SBCA) for safety practices pnor tq performing thrae functions. Instellers shall provide temporary SI. Unless noted cwenwise.top chorei shall have properiy attached stmctural sheatt)ing and bottorn i^orJsnall have a prooeriy eillng. (.ocations shown forpermanent lateral resttaint of webs shall have oracing installed per BCSI sections B3, B7. or BIO, asappllcaNs. Apply plates to each fece of tmss and position as shown above and on ttie JoinfDetails, unless noted otherwise. Referto drawings 160A-Z for standani plate positions. ITW Bulkliofl Componente Group Inc. shaii not be responsible for any deviation from this drawing.any failure to build ttie tmss In conformance 1 1, orfor handlino, shipping, installation and bracina of tiusses. A seal on thi* drawing orcover r———— if proTe**lonar enaineering re*p9n*lbllttysolelyf6r.tn.e^lga*hQwn. The rrw Building Components Group InSiiMtes' acceptance'bf'p'r6%*sl%iar'enainee^ •ol«lyfcrt...^, - » drawing for any *tructure tt the re*pon*1bili^ of the Building Diratgner per ANSI/TPI f Sec.2. *ul an^ For more information see this lob's general notes page and these web sites: ITWBCG: www.itwfacfl.com: TPI: vwvw.tpinst.org; SBCA: vwrw.sbdndustrv com: ICC: v»ww.iccsafe.org IttdngLVii* drawing, use of tha T344 HOLLERAN RESIDENCE #A6G GABLE Ply: Qty: SEQN: 232597 / T97 / DGAB FROM: SGH Page 2 of 2 Cust; R9054 JRef: 1V9190540001 DnwNo: 231.14.0950.47507 JCJ / CWC 08/18/2014 B-BF D-BE E-BD F-BC G-BB H-BA l-AZ J-AY K-AX L-AW M-AV N-AU AT-O O-Q 36 63 5 5 0 0 0 -90 -308 -160 -207 -214 -215 •229 0 -234 0 0 0 0 0 163 -242 -248 -252 -298 -390 0 Q-AR AQ-R AP-S AO-T AN-U AM-V AL-W AK-X AJ-Y Al-Z AH-AA AG-AB AF-AD 0 0 0 0 0 0 0 0 0 5 5 63 36 -390 -298 -252 -248 -242 -234 -229 -215 -214 -207 -160 -308 -90 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require exti'eme care in febricating, handlina, shipping, Insteiling and bracing. Refer to and ft>llow ttie tatest edltkin of BCSI (Building mponeni SafeW Infbrmation, by TPI ana SBCA) for safety practices pnor to perfoirning these functions. .Instellers shall prpykle temporary _ _ciiig per BCSI. Unless noted othenwise.top chorei shall have properiy attached structoral sheatif)lng and bottorn chorJ^iVall have a propeny atteched rigW ceiling. l,ocations shown for oemianent lateral rasbaint of webs shall have bracing installed per BCSi sections $3, B7. or BIO, asappllcane. Apply Nates to each fece of tiiiss and posithin as shown aboveand on tiie JoinfDetails, unless noted otherwise. Referto drawings 160A-Zm standarel plate positions. ITW Bu with AfJ-. indicates drawng f For more information see this lob's general notes page and these web sites: ITWBCG: www.itwtx:g.com; TPI: www.tplnst.org; SBCA: vwyw.sbdndustiy.oom: ICC: www.iccsafo.ofQ rrw Building Components Group T344 HOaERAN RESIDENCE A7G Ply: 1 Qty: 1 SEQN: 232621 / T98 / DGAB FROM: SGH Cust: R9054 JRef: 1V9190540001 DnwNo: 231.14.0950.48880 JCJ / CWC 08/18/2014 ri1-14, 3'3-14 47-14 yil'M rru eT'U"79'iri4'- , 127-14 13'11".14iS'yu 167-14 18T14 rii"i4' IT"' ivf^^l rF"* i'4-''' i'4-1 I ni ' i'4- ' IT ' re- ' Wl 1 I'l 1-14' jrv iJ 47-ij »ii-'j4 rri'i' «r^\ ffiri ii'3"J4 I2T'J4 I -J. "J. " .1 •J'1'4 18T1'4 1S'1-i* Loading Criteria (psO TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: li EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf In PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mttc Criteria BWg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflectton In loc L/defl L/# VERT(LL): 0.001 N 999 240 VERT(TL): 0.005 N 999 180 HORZ(LL):-0.011 O - HORZ(TL):-0.015 0 - Creep Factor: 2.0 Max TC CSI: 0.059 Max BC CSI: 0.100 Max Web CSI: 0.275 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (lbs), or*«PLF Loc R /U /Rw /Rh /RL /W A* 180 /21 /39 /- /17 /231 Wind reactions based on C&C A MIn Brg Widtti Req = - Bearing A Is a rigkl surface. Maximum Top Chord Force* Per Ply (lb*) Lumber Top chonl 2x4 DF-L #1&Bet(g) Bot chorei 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standarei(g) ;W1, M13 2x4 DF-L #1&Bet(g): Bracing (a) Continuous lateral resb-aint equally spaced on member. Special Loads (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC-From 130 plf at 0.00 to 210 plf at 19.32 BC-From 10 plf at O.OOto 10 plf at 19.32 Plating Note* Connectore In green lumber (g) designed using NDS/TPI reduction factore. All plates are 2X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concunent live load. Puriins in lieu of rigid celling, brace bottom chonl with puriins at120"OC. Wind Memt>er design based on tioth MWFRS and C&C. Right end verfk^l not exposed to wind pressure. Additional Notes See DWGS A11515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requiremente. Choreis Tens.Comp. Chords Tens. Comp. A-B 59 - 336 I-J 32 -175 B-C 51 -299 J-K 34 -153 C-D 49 -282 K-L 38 -131 D-E 46 - 261 L-M 42 -109 E-F 43 -239 M-N 46 -88 F-G 39 -218 N-0 56 -61 G-H 30 -196 O-P 40 -58 H-1 35 -193 Maximum Bot Chord Force* Per Ply (Itw) Chords Tens.Comp. Chords Tens. Comp. A-AD 311 -50 X-W 322 -56 AD-AC 317 -53 W-V 322 - 57 AC-AB 318 -54 V-U 323 - 57 AB-AA 319 -54 U-T 323 -57 AA-Z 320 -55 T-S 323 - 57 Z-Y 321 -56 S-R 324 -58 Y-X 321 -56 R-Q 324 - 58 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. P-Q 27 -103 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. B-AD 128 -229 J-W 40 - 234 C-AC 39 -178 K-V 40 - 242 D-AB 41 -197 L-U 40 -249 E-AA 40 - 204 M-T 41 -256 F-Z 40 -211 N-S 67 -284 G-Y 40 -220 O-R 83 - 300 l-X 40 -227 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care In febricating, handling, shipping. Installing and brecing. Refer to and follow the latest edItipn of BCSI (Buiiding irmatipn,.bjj^TPI ana S_BC^A)^r »3f^ gai* Component bradhi ' attache quire extrenu ISS noted othenwise. iW ceiling. Locations shown tarpei 1 FKSte poslttons. I SBCA) for safety practices prior to perfoirning these functions, Instellers s top chorei shall nave properiy attachad stmctoral sheatihing and bottorn choi permanent lateral resbsint of webs shall have bracing installed per BCSI si ifDetalls, as appTicaSe. AppTy plates to each face or tmss and position as shown above and on the Jolnl dravinKgs leOA-ZWs&nffarei — , iaiT have a propeily . per BCSI sections B3, B7. or BIO, unless noted otherwise. Refer to rrw Building Components Group ITW Building. Componente Group Inc. shall not be responsible for any deviation from this drawing.any feiiure to build the truss in conformance witti ANSI/TPI 1, or for handlino, shipping. Installation and bracing, of busses. A seal on thi* drawing indicata* acceptance of projeeeionar engineering respon*1billty*ole^fbrthedMlgn drawTng for any structure tt the re*pon*lbil% of tnl Building DMigner per ANSUTPI f Sec.2. For more Information see this Job's general notes page and these web sites: ITWBCG: www.itwtKg.com; TPI: www.tptnst.org; SBCA: www.sbdndustiy.com; ICC: www.iccsafo.Ofg rigo rcover - The *ul ItttTngLaii* drawing, ana use of this T344 HOLLERAN RESIDENCE #BG GABLE Ply: 1 Qty: 1 SEQN: 229768 / T84 / GABL FROM: SGH Cust: R9054 JRef; 1V9190540001 DnwNo: 231.14.0050.50220 JCJ / CWC 08/18/2014 5'8" ' IT' 1'4" r4^ 11' 1'4" '^1'4" ' 1'4" i2'4;', 1'4""' i3'8;', 1'4"'' 16'4", 15' 1'4" I r 22' s2X4(A1) 0 4'4" ' h 1'4" 1'4"^ 5'8" ^"9 1'4" 1'4" 11' 9'8" h 12'4"' 13'8"' 1'4" 1'4" 15' ' 16'4"' 17'8"' 22' Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 500 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24 0" Wind Criteria WindSW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mttc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.001 AC 999 240 VERT(TL): 0.001 P 999 180 HORZ(LL): 0.001 P - HORZ(TL): 0.001 P - Creep Factor: 2.0 Max TC CSi: 0.049 Max BC CSI: 0.035 Max Web CSI: 0.042 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (lb*), or *>PLF Lumber Top chonl 2x4 DF-L #1&Bet.(g) Bot chorei 2X4 DF-L #1&Bet(g) Webs 2x4 DF-L Stendarel(g) Plating Notes Connectora In green lumber (g) designed using NDS/TPI reductton factore. Ali plates are 2X4 except as noted. Loading Tmss designed to support 0-8-0 top chord outiookera and cladding ioad not to exceed 0.00 PSF one fece and 24.0" span opposite face. Top chord must not be cut or notohed. Bottom chord checked for 10.00 psf non-concunent live load. Puriins In lieu of rigid ceiling, brece bottom chord with puriins at120"OC. Wind Member design based on both MWFRS and C&C. Additional Notes See DWGS Al 1515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind brecing requiremente. Loo R /U /Rw /Rh /RL /W A* 73 /30 /33 /- 12 /89.6 Y* 69 /26 /31 1- 1-/174 Wind reactions based on C&C A MIn Brg Widtti Req = -Y Min Brg Widtti Req = -Bearings A & Y are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chonls Tens. Comp. A-B 18 -58 H-1 101 -40 B-C 44 -50 I-J 88 -39 C-D 52-43 J-K 76 -40 D-E 64-42 K-L 64 -42 E-F 76 -40 L-M 52 -43 F-G 88-39 M-N 44 -50 G-H 101 -40 N-O 18 -58 Maximum Bot Chord Forces Per Ply (Ibs) Chonls Tens.Comp. Chonls Tens. Comp. A-AC 40 0 V-U 27 0 AC-AB 34 0 U-T 28 0 AB-AA 33 -1 T-S 30 0 AA-Z 31 -1 S-R 31 0 Z-Y 30 -1 R-Q 33 0 Y-X 30 0 Q-P 34 0 X-W 28 0 P-O 40 0 W-V 27 0 Maximum Gable Forces Per Ply (ibs) Gabies Tens.Comp. Gables Tens. Comp. B-AC 111 -149 U-1 73 -89 C-AB 26 -59 T-J 57 -80 D-AA 37 -82 S-K 36 -80 E-Z 36 -80 R-L 37 -82 F-X 57 -80 Q-M 26 -59 G-W 73 -89 P-N 111 -149 H-V 0 -55 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in febricating, handling, shipping, installing and bracing. Refer to and fbitow ttie latest edition of BCSI (Building " TPi ana SBCA) for safety practices pnor to performing these functions. Installers shall prpyide temporary lenwise^tog chort shaljitaye p^^ bottigTicnonI siiall bav|a Ijjppriy - "* ' fteferto' bracing per Bi attached riokl iied rioM ceiiing. Locations shown forpermanent lateral resttaint of webs shall have bracingjnstalied per BCsl sections B3, B7. as appllcacNe. Apply plates to each fece of tmss and position as shown above and on the JoinrDeteils, unless noted otherwise, i arewings leOA-ZTor standarel plate positions. Irewihg: ITW Buildina Componente Group Inc. shall with ANSi/TT'l 1, Or Itor handlinr mw Building Components Group ^ tmss in conformance ilsUna ttitt drawing, ' ana use of thn IndIca tee acceptance of pixn . dravving for any structure tt the reeponsi For more infonmation see this lob's generai notes page and these web sites: ITWBCG: www.itwfacg com: TPI: www.lplnst.org; SBCA: viww.sbdndustiy.com; ICC: www.iccsafe.org T344 HOLLERAN RESIDENCE #B COMN Ply: 1 Qty: 12 SEQN: 229770 / T83 / COMN FROM: SGH Cust: R9054 JRef: 1V9190540001 DnwNo: 231.14.095051547 JCJ / CWC 08/18/2014 5'8"6 11' 16'3"10 22' 5'8"6 5'3"10 5'3"10 5'8"6 S5X5 G =3X4 F 7'5"9 7'0"13 7'5"9 7'5"9 14'6"7 22' Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loo. from endwall: Any GCpi: 0,18 Wind Duration: 1.33 Snow Criteria (P9,Pf In PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mttc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE DeflA:Si Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.127 C VERT(TL): 0.321 C HORZ(LL): 0.031 F HORZ(TL): 0.079 F Creep Factor: 2.0 Max TC CSI: 0.382 Max BC CSi: 0.998 Max Web CSI: 0.166 811 240 180 VIEW Ver: 13.02.06.0219.20 • IMaximum Reactions (ibs) Loc R /U /Rw /Rh /RL /W A 777 / 293 / 345 /- /18 / 3.5 E 777 / 293 / 345 /- /- / 3,5 Wind reactions based on C&C A MIn Brg Widtti Req = 1.5 E MIn Brg Widtti Req = 1.5 Bearings A & E are a rigkl surface. Maximum Top Chord Forces Per Ply (ibs) Chonls Tens.Comp. Choreis Tens. Comp. A-B B-C 727 -2091 651 -1837 C-D D-E 650 -1836 726 - 2091 Lumber Top chonl 2x4 DF-L #1&Bel(g) Bot chorei 2x4 DF-L #1 &Bet(g) Webs 2x4 DF-L Standanl(g) Plating Notes Connectore In green lumber (g) designed using NDS/TPI reduction factore. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Puriins In lieu of rigid celling, brace bottom chord with puriins at 94" OC. Wind Member design based on both MWFRS and C&C. Maximum Bot Chord Forces Per Ply (Ibs) Chonls Tens.Comp. Choreis Tens. Comp. A-G G-F 1982 1438 -658 -459 F-E 1981 -658 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-G G-C 171 407 -314 -96 C-F F-D 409 172 -95 -314 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Tmsses require extteme care in febricating, handllrig, shipping, installing and bracing. Refer to and foiiow ttie latest edition of BCSI (Building Component Safety Infbnnation, by TPI ana SBCA) for safety pracbces pnor to pe.rforming t(iese fgnctfons, Insteller? sh^li ' bracing per SCSI. Unless noted dttienwise.top chorei shall hav( attached rigkl celling, locations shown for permanent lateral r as applicaiSle. AppTy plates to each fece of tmss and position drawings 160A-Z ror standani plate positions. rrw Building Components Group ITW Buildino.Componente Group Inc. shall not be responsible fpr any deviation from this drawing,any feiiure to build ttie tmss Iri conformance PANSI/TPI 1,orforhandlina,shlpplng, Installation and bracing.qftixisses. A sejii op this dravving cate* acceptance of proleaefonar ana.ineerl Ition and bracing of tixisses. A seal on this drawing orcover pag.a Hating.' ''MWi^i^%^mm&^- "ffi* •"'Sgillty an% till* dniv^ji. diivHhgltorVn)r*tmcture fftheTiiep^^ .. -..-.,.-..=-.T-»-..—^ uae iFor more information see this job's general notes page and these web sites: I'TWBCG: www.itwt)cg,com; TPI: www.tpinst.org: SBCA: www.sbdndustrv.com; ICC: www.iccsafe.org T344 HOLLERAN RESIDENCE #81 COMN Ply: 1 Qty: 2 SEQN: 232624 / T99 / COMN FROM: SGH Cust:R9054 JRef: 1V9190540001 DnwNo: 231.14.0950.52890 JCJ / CWC 08/18C014 :2X4(A1) A 5"15 to CO CM 7*1 "10 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Sto: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mttc Criteria BWg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.009 C - HORZ(TL): 0.024 C - Creep Factor: 2.0 Max TC CSI: 0.491 Max BC CSI: 0.273 Max Web CSI: 0.491 VIEW Ver 13.02.06.0219.20 • ilitaximum Reactione (Ibs) Loc R /U /Rw /Rh / RL /W A 257 /147 /114 /- /102 /3.5 C 247 /172 /110 /- /- /3,5 Wind reactions based on C&C A MIn Brg Widtti Req = 1.5 C MIn Brg Widtti Req = 1.5 Bearings A & C are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A-B 6 -93 Lumber Top chorei 2x4 DF-L #1&Bet(g) Bot chorei 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Stendarel(g) Plating Notes Connectore In green lumber (g) designed using NDS/TPI reduction factore. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Puriins In lieu of rigid celling, brece bottom chord with puriins at 84" OC, Wind Member design based on both MWFRS and C&C. Right end vertical not exposed to wind pressure. Maximum Bot Chord Forces Per Ply (Ibs) Choreis Tens.Comp. A-C 41 -26 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-C 173 -190 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reqtiire exbeme care In fabricating, handlina, shipping, insteiling and bracing.. Refer to and fpllow tiie latest edition of BCSI (Building Componenf SafeW Infonnation, by TPI ana SBCA) for safety pracbcespnor to^perforfning these fmctions. Instellers shall provkle temporaty bracing per SCSI. Unless noted olhenwlse,top chorei shall have properiy attached stmctoral sheatif)ing and bottom chorei ?ilall have a properiy attachSd rigkl ceiiing. Locations shown forpemianent lateral resttaintof webs shall have bracing installed per BCSI sections B3, B7 or BIO, asappikable. AijpTy plates to each fece oftmss and position as shown above and on the JoinfDetails, unless noted ottierwise. Referto drawings 160A-Zlor'stanaanl plate positions. ITW Buildina Componente Group inc. shall not be responsible for any deviation from this drawing.any feiiure to buiid the truss in conformance witii ANSI/TPI 1, or for handilncT shipping, instailation and bracing, of busses. A seal on this drawing orcover oag* ll*ting,thte drawln-if profeMionaiepgJneeilng x!S4PSnsi!iillfy*ofehMbr^^ ^ K-MU.. ..•a .— w mw Building Components Group indicate* acceptance of prol drawTrig for any structura ft theresponslS^'^fthi £kii@?ng Designer Sec.2. The sulta6ilibr arid use of thil For more information see this lob's general notes page and these web sites: ITWBCG: www.ltwbcfl.com; TPI: www.tpinst.org; SBCA: www.sbdndustrv.com; ICC: viwrw.iccsafe.org T344 HOLLERAN RESIDENCE #CG DORMER GABLE Ply: 1 Qty: 1 SEQN: 229772 / T87 / GABl FROM: SGH Cust R9054 JRet 1V9190540001 DnwNo: 231.14.0950.54270 JCJ / CWC 08/18/2014 3'3" 47" 5*11" 7'3" 8'7" 9'11" 11'3" 14'6" 3'3" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 3'3" b CO =3X4(D1) 3'3" 1'4" r4" 1'4" 1'4" r4" r4" 3'3" 3'3" 4'7" 5'ir 7'3" 8'7" 9'11" 11'3" 14'6" Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection In loc L/defl U* VERT(LL): 0.003 J 999 240 VERT(TL): 0.008 J 999 180 HORZ(LL):-0.001 P - HORZ(TL):-0.003 J - Creep Factor: 2.0 Max TC CSi: 0.065 Max BC CSI: 0.048 Max Web CSI: 0.044 VIEW Ver: 13.02.06.0219.20 • Maximum Reactions (Ibe), or *'PLF Loc R IU /Rw /Rh /RL /W A* 72 /26 /30 /- 13 /174 Wind reactions based on C&C A MIn Brg Widtti Req = - Bearing A Is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Lumber Top chorei 2x4 DF-L #1&Bet(g) Bot chorei 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Stendanl(g) Plating Notes Connectore In green lumber (g) designed using NDS/TPI reduction factors. Ail plates are 2X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concun^nt live load. Puriln* In lieu of rigid ceiling, brace bottom chord with puriins at75"OC. Wind Member design based on botti MWFRS and C&C. Additional Nota* See DWGS A11515ENC1002012, GBLLETiN0212, & GABRST100212 for gable wind bracing requiremente. Chords Tens.Comp. Chords Tens. Comp. A-B 67 -36 E-F 72 -3 B-C 51 -7 F-G 62 -8 C-D 62 0 G-H 51 -14 D-E 72 0 H-1 67-36 Maximum Bot Chord Forces Per Ply (it») Chonls Tens.Comp. Choreis Tens. Comp. A-P 50 -32 M-L 58 -44 P-O 55 -39 L-K 57 -42 O-N 57 -42 K-J 56 -39 N-M 58 -44 J-1 50-32 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. Gables Tens. Comp. B-P 114 -142 L-F 87 -94 C-O 59 -59 K-G 59 -59 D-N 87 -94 J-H 114 -142 E-M 0 -106 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses reqtiire exti^me care In febricating, handling, shipping. Installing and bracing. Refer to and fOiiow ttie latest edition of BCSI (BuHding inmation, by TPI and SBCA) for safety wactices prior to perfoirning these fij^ installers shall preivide temporary ienwlse,top chorei shall have properiy attached structoral sheatihing and bottorn chorei sllail have a proDeny own forpennanent lateral resttaint of webs shall have bracing installed per BCSI sections B3, B7. or BIO, ...1 fece ortmss and position as shown above and on ttie JolntDetalls, unless noted ottienwise. Referto late positions. Componente Group Inc. shall not be responsible for any deviation from this drawing.any feiiure to buiW ttie tmss in confonnance I 1, <3r for handlina shipping, installation and bracingt of busses. A seal on thi* drawing orcover page lttting.thtt drawing, iceptance of prolasaionar eng.lne*i1ng responsibility solely for ttte dmlgnehown. The suftaDllity and u*a of this draiMng for any etructura w the re*pon*1binty of the Building Deeigner per ANSI/TPI f Sec.2. .For more InforTTiation see this |ob's general notes page and these web srtes: ITWBCG: www.itwbcg.CQm: TPI: www.tpinst.org; SBCA: vww.sbdndustrv.com: ICC: www.iccsafe.org mw Building Components Group T344 HOUERAN RESIDENCE #DG [DORMER GABLE Ply: 1 Qty: 1 SEQN: 229774 / T88 / GABL FROM: SGH Cust R9054 JRef: 1V9190540001 DnwNo: 231.14.0950.55660 JCJ / CWC 08/19/2014 3'1" 4'5" 5'9" 7'1" 8'5" 11'6" 3'1" 1'4" 1'4" vr VA" 3'1" =3X4(D^) 3'1" 1'4" r4" VA" VA" 3'1" 3'1" 4'5" 5'9" TV S'5" 11'6" Loading Criteria (psO TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: I! EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf In PSF) Pg:NA CtNA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Mttc Criteria BWg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection In loc L/defl L/# VERT(LL): 0.002 H 999 240 VERT(TL); 0.006 H 999 180 HORZ(LL):-0.001 L - HORZ(TL):-0.002 H - Creep Factor: 2.0 Max TC CSI: 0.058 Max BC CSI: 0.042 Max Web CSI: 0.033 VIEW Ver 13.02.06.0219.20 • Maximum Reactiona (lbs), or *'PLF Loc R IU /Rw /Rh / RL /W A* 71 /30 /30 /- /3 /138 Wind reactions based on C&C A Min Brg Widtti Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B B-C C-D 56 63 -31 0 0 D-E E-F F-G 63 -1 56 -7 68 -32 Lumber Top chorei 2x4 DF-L #1&Bel(g) Bot chorei 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standarel(g) Plating Notes Connectore in green lumber (g) designed using NDS/TPI reduction factore. All plates are 2X4 except as noted. Loading Bottom chorei checked for 10.00 psf non-concun«nt live load. Puriins in lieu of rigid ceiling, brace bottom chord with puriins at 75" OC. Wind Member design based on both MWFRS and C&C. Additional Notes SeeDWGSA11515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requiremente. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-L L-K K-J 46 52 54 -35 J-1 -42 l-H -45 H-G 54 52 46 -45 -42 -35 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. B-L C-K D-J 116 -132 87 -75 9 -110 I-E H-F 87 -75 116 -132 08/19/2014 WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Jmsses regi^r^extramecane In feijrtoating.^andling, ship Smsses require extreme care In febricating, handling, shipping, installing and bracing. Referto and foiiow the latest edition of BCSI (Buiiding omponent SafeW information, by TPi and SBCA) for safety practices prior to peirfoirning these functksns. Instailera shall preivlde temporary bracing per BCSI. Unless ni3ted citherwise,top chonl shall have properiy attached stmctoral sheattiing and. bottorn chore] snail have a properly ittach?<rPigai*lftn8;i5citi5Kish5i;Kfo^ • pates to each fecR of buss and position as shown aboveand on the Joinri3etail8, unless noted othenwise r'sb naard plate positions. prooeriy .or BIO, Refer to as applicaDle. A drawings 160A-Z ITW Building.Comp witti ANSI/TPI 1, Sdicato* accep 'awing for any For more information see this lob's general notes page and these web sites: ITWBCQ: www.itwtKfl.com; TPi: www.tpinst.0r9; SBCA: www-sbdndustrv.com; ICC: www.iccsafe.org mw Building Components Group . tmss In confonnance listing! thi* drawing, ana u*e of this T344 HOLLERAN RESIDENCE #EG GABLE Ply: 1 Qty: 2 SEQN: 232826 / T86 / GfiSL FROM: SGH Cust: R9054 JRef: 1V9190540001 DnwNo: 231,14.0950.57133 JCJ / CWC 08/19fl2014 1'6" 2'10", 4'2" 5'6" 6'10", 8'2" I 9'6" I lO'lOl' 12'2"| IS'S", 14'10;' 16'2", 17'6" 19' 1'6" VA" VA" VA" VA" VA" VA" VA" VA" VA" VA" VA" VA" V6" 15 1 53X4(B1) B A N =3X4(B1) 0 re" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'6" 1'6" 2-10"' 4'2" 5'6" 6'10" 8'2" 9'6" lO'lO" 12'2"' 13'6"' 14'10'' 16'2"' 17'6" 19' Loading Criteria (psO TCLL: 20.00 TCDL: 10.00 BCLL: 0,00 BCDL: 5.00 DesLd^ 35,00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code/Mttc Criteria Bldg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSi Criteria PP Deflection In loc L/defl L/# VERT(LL): -0.000 G 999 240 VERT(TL): 0.001 G 999 180 HORZ(LL):-0.001 AB - HORZ(TL):-0.001 AB - Creep Factor; 2.0 Max TC CSI: 0.024 Max BC CSI: 0.009 Max Web CSI: 0.023 VIEW Ver 13.02.06.0219.20 • litaximum Reactions (Ibs), or*>PLF Loc R /U /Rw /Rh / RL /W A* 71 /25 /32 /- /3 /228 Wind reactions based on C&C A Min Brg Widtti Req = - Bearing A Is a rigid surfece. iUaximum Top Chord Forces Per Ply (lb*) Lumber Top chorei 2x4 DF-L #1&Bel(g) Bot chorei 2x4 DF-L #1&Bet(g) Webs 2x4 DF-L Standarei(g) Plating Note* Connectore In green lumber (g) designed using NDS/TPI reduction factore. Ail plates are 2X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concureent live load. Puriins In lieu of rigkl celling, brace bottom chord with puriins at 120" OC. Wind Member design based on both MWFRS and C&C. AddKionai Notes See DWGS Al 1515ENC1002012, GBLLETIN0212, & GABRST100212 for gable wind bracing requiremente. Choreis Tens.Comp. Choreis Tens. Comp. A-B 10 -28 H-1 104 -19 B-C 15 -25 I-J 86 -22 C-D 37 -22 J-K 69 -26 D-E 53 -19 K-L 53 -31 E-F 69 -18 L-M 37 -35 F-G 86 -16 M-N 31 -39 G-H 104 -17 N-0 32 -44 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chonls Tens. Comp. A-AB 26 -8 V-U 35 -13 AB-AA 29 -10 U-T 34 -13 AA-Z 31 -11 T-S 33 -13 Z-Y 32 -12 S-R 32 -13 Y-X 33 -12 R-Q 31 -13 X-W 34 -13 Q-P 29 -13 W-V 35 -13 P-O 26 -13 Maximum Gable Force* Per Ply (Ibe) Gables Tens.Comp. Gables Tens. Comp. B-AB 76 -82 U-1 76 -90 C-AA 58 -80 T-J 59 -80 D-Z 37 -81 S-K 38 -81 E-Y 38 -81 R-L 37 -81 F-X 59 -80 Q-M 58 -80 G-W 76 -90 P-N 76 -82 H-V 0 -69 08/19/2014 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Tmsses require exbeme care In febricating, handling, shipping. Installing and bracing. Refer to and foiiow the latest edition of BCSI (Building . PTana SBCA) for safety henwise.top chorei shall ha ide temporary lavea prooelly i s^ons $3, S7j^or BIO, braciFigJ>er B(^L Unleu^oted apofeaSe. "^pSy plates to each face'oTifusiTand posiflbri as shovvri above arid on ttie Jolrif iDeteTls^ "unless notetf bthefwTse ivvitigs 160A-Z forsundarel plate posittons. ITVy Biiji|li!ii^pomp_o/[ente_Group jnp^^^^ attach^ii njiW ceiling. l,ocations shown for pemianent lateral resttaint >Ty plates to each face of tn jiate posittons. up inc. shaii not be responsible for any deviation from this drawing.any feiiure to buiid ttie truss in confomnanc with ANSI/TPI 1, Or for handling, shipping, insteliation and bractnaisf busses. A seal on thtt drawing orcover page listing, thtt drawing, .11 pfoTi»»*fonar enaineering respon*lblllty*olehfortheMlgnehQ^ The euftaoility ana uae of thli lie re*pon*1bnity of tnl Building Deeigner per ANSI/TPI f Sec.2. mw Building Components Group IndlcatM. acceptance of drawing for any structure ts the i For more information see this lob's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPi: vwww.tpinst.org: SBCA: www.sbdndustrv.com; ICC: vww.iccsafe.orq T344 HOLLERAN RESIDENCE #E COMN Ply: 1 Qty: 9 SEQN: 232628 / T85 / COMN FROM; SGH Cust:R9054 JRef: 1V9190540001 DnvNo: 231.14.0951.00417 JCJ / CWC 08/19/2014 4'10"11 9'6" 14'1"5 19' 4'10"11 4'7"5 4'7"5 4'10"11 4X4 00 m 5 3X4(B1) A E=3X4(B1) Loading Criteria (psf) TCLL; 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 5.00 Des Ld: 35.00 NCBCLL: 10.00 Soffit 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria WindSW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Mean Height 15.00 ft TCDL: 6.0 psf BCDL: 3.0 psf MWFRS Parallel Dist 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Snow Criteria (Pg.Pf in PSF) Pg: NA Ct NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duretion: NA Code/Mttc Criteria BWg Code: CBC 2013 Res TPI SW: 2007 Rep Factore Used: No FT/RT:20(0)/0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.060 F VERT(TL): 0.154 F HORZ(LL): 0.021 F HORZ(TL): 0.053 F Creep Factor: 2.0 Max TC CSI: 0.261 Max BC CSI: 0.967 Max Web CSI: 0.159 999 999 240 180 VIEW Ver 13.02.06.0219.20 • Maximum Reactions (ibs) Loc R IU /Rw /Rh /RL /W A 675 /261 /326 /- /50 /5.5 E 675 /261 /326 /- /- /5.5 Wind reactions based on C&C A Min Brg Wkitti Req = 1.5 E Min Bng WWtti Req = 1.5 Bearings A & E are a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Choreis Tens.Comp. Chords Tens. Comp. A-B B-C 529 -1422 395 -1057 C-D D-E 395 -1057 529 -1422 Lumber Top chorei 2x4 DF-L )»1&Bet(g) Bot chorei 2x4 DF-L #1 &Bet(g) Webs 2x4 DF-L Standanl(g) Plating Notes Connectore in green lumber (g) designed using NDS/TPI reductton factors. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Puriins in lieu of rigid celling, brace bottom chord with puriins at109"OC. Wind Member design based on both MWFRS and C&C. Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Choreis Tens. Comp. A- F 1299 - 448 F-E 1299 - 448 Maximum Web Forces Per Ply (ibs) Webs Tens.Comp. Webs Tens. Comp. B-F C-F 204 390 -360 -73 F-D 204 - 360 08/19/2014 **WARNIN6" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Tmsses reqqire extreme care InJabricating,ji^ "^iPS'^SJ!!S!^!!nS,![)£L''i?^I||^l 1^^?'' P and follow l}ie .latest eftltii attached ribW ceilii as appllcacle. /' arewings 160A-, ig, handlino, shipping, metalling ana bracing. Refer to ana follow the latest edition of BCSI (Buiiding Component SafeW information, by TPi ana SBCA) for safety pracbces.prior to perfomiing these funcbons, installers snail prp^e temporary bracing per SCSI. Unless noted othenwise.top chore! shall have properiy attached stmctoral sheatiiing and bottorn chora snail have a prooeily ' Id ribW ceiling. t,ocations shown forpermanent lateral resti^int of webs shall have oracing installed per BCSI sections B3, B7. or BIO, llcaple. Apply plates to each face ofbuss and position as shown above and on the JolntDetalls, unless noted otherwise. Refer to Standarel plate positions. tmss in coiiformance tingLttittdr • ana use mw Building Components Group with J.. Indicata drawing t For more inforniation see this lob's general notes page and these web sites: ITWBCG: www.itwbcg.com; TPI: www.tpinst.org; SBCA: www.sbdndustrv.com; ICC: www.iccsafe.org ..iistingLfiiiiTd^whi^, ASCE 7-IO1 Gable Stud Reinforcenent Detail 115 nph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 -p QJ u > _Qj d LD X 2x4 \^Brace No Braces <1> 1x4 'L' Brace » <1> 2K4 "L' Brace m <a) 2x4 'f Brace (1> 2x6 'L' Brace » (2> 3x6 Brace na uoDie Spacing ver-cico Species I — Grode^v. No Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B U d OJ HF #1 / #a 4' 11' 8' 5' 8' 9' 9' 11' 10' 4' 11' 10' 12' 4' 14' 0' 14' 0' 14' 0' 14' C U d OJ HF «3 4' 8' 8' 1' 8' 7' 9' 10' IC 3' U' 9' 12' 2' 14' 0' 14' 0' 14- 0* 14' 0* U d OJ HF Stud 4' 8' 8' 4' 8' 7' 9' 10' 10' 3* 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' U d OJ HF Standard 4' 8' 8' 4' 8' 7' 9' 10' IC 3' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' U d OJ nn tti 5' 1' 8' 6' 8' 10' 10' 0' 10' 5' U' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' U d OJ nn #2 4' 11' 8' 5' 8' 9' 9' 11' 10' 4' U' 10' 12' 4' 14' 0' 14' 0' 14' 0' 14' 0' U d OJ nn «3 4' 8* 7' 2' 7' 8' 9, 7. 10' 3' 11' 9' 12' 2' 14' 0' 14' 0' 14' C 14' 0- U d OJ nn Stud 4' 8' 7' 2' 7' 8' 9' 7' 10' 3' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0* 14' 0' U d OJ nn Standard 4' 8" 6' 3' 6' 8' 8' 4' 8' 11' 11' 3' 12' 1' 13' 1' 14' 0' 14' C 14' C u d HF »1 / »a 5' 8' 9' 8' 10' 0' 11' 5' 11' 10' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d HF «3 5' 5' 9' 6' 10' 0' 11' 3' 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d HF Stud 5' 5' 9' 6' 9' 10' 11' 3' 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d HF Standard 5' 5' 9' 6' 9' 10' 11' 3' 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d HFI «1 5' 10' 9' 9* 10' 1' 11' 6' ir 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d HFI »2 5' 8' 9' 8' 10' 0' 11' 5' 11' 10' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d HFI »3 5' 5' 8' 10' 9' 5' 11' 3' 11' 8' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d HFI Stud 5' 5' 8' 10' 9' 5' ir 3' 11' 8* 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d HFI Stondord 5' 5' 7' 8' 8' 2' 10' 2' 10' 11' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d OJ X—1 spi- HF #1 / #2 6' 3' 10' 7' 11' 0' 12' 7' 13' tf 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' C u d OJ X—1 spi- HF *3 5' 11' 10' 6' IC 10' 12' 5' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' C u d OJ X—1 spi- HF Stud 5' 11' 10' 6' IC 10' 12' 5' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d OJ X—1 spi- HF Stondord 5' 11' IC 6' IC 10' 1^' S' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d OJ X—1 SP DFL »1 6' 5' 10' 8' 11' 1' 12' 7-13' 1' 14' 0' 14' 0' 14' 0' 14' 0' 14' C 14' 0' u d OJ X—1 SP DFL »2 6' 3' 10' 7' 11' 0' 12' 7' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' u d OJ X—1 SP DFL «3 S' 11' IC 2' 10' Ifl' 12' 5' 12' 16' 14' 4' 14' fl' 14' fl' 14' fl' 14' C 14' fl' u d OJ X—1 SP DFL Stud 5' 11' 10- 2' 10' 10' 12' 5' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0* u d OJ X—1 SP DFL Stondord 5' 11' 8' 10' 9' 5' 11' 9' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' C noQonal brace op'tiom vertical length nay ba douMed ahen dkkgomt larace Is used. Connect dogonal brace for 30SS at each ertd. Hax «eb total length Is 14 Vertical length sliospn In table above. Connect dkkgonoT at widpoint of ver-tlcal web. NfV Refer to cliart above for nax gabte vertical length, Bracing Group Species and Grades' Group Al •1 / K Standard •3 Stud PnuQiat Fir-Larch S3 Stud •2 Stud •3 Standard Southem Plne»»«i *3 Standard Group Bl Hew-Flr *1 >. Btr PauQltts Fir-Larch Southern Plnemni JL 1x4 Braces shall be SUB <Stre<s-liated Board). •»«ror 1x4 So. Pine use only Irtdustrlal 55 or Industrtat 43 StressHiated Boards. Group B values way be used utth these grades. Gable Truss Detail Notesi wind Load deflection criterion Is L/Z40. Provide uplift connections for 30 plf over continuous bearing C5 psf TC Bead Load). Galsle end supports load fron 4' (f outloakers with 2' 0' overhar^ or IS' plywood overhang. So. Pine tunber design values based on the ALSC January, SOIS ruling. Attach 'L' braces with Ud (OiSS'xS.a' nIn) naHs. 3K For <1) 'L' bracei space naUs at 2' ac. In 18* end zones and 4' ac. between zones. mWor <2) 'L' bracesi space nails at 3* o.c In IS' end zones and 6' o£. between zones. •L' bracing nust be a ninlnun of SOX of web nenl»er lengtK Gal9te Vertical Plate Sizes Vertical Lenath No SpUce Less tlwi 4' 0' 1X4 or 2X3 Greater than 4' V, but less than 11' 6' 2X4 Greater than 11' 6' 2.5X4 Refer to cormon truss design for peok, spUce, and heel pla'Ws. Refer to the Buftdino Designer for condKions not addressed by this detaH Building Components Group Inc. Earth CHy, MO 63045 nVARNINGNa READ AND FtLLOV MX NOTES ON TWS DRAVWGI mMPORTANTHi FURNISH THIS DRAWING TO AU. CONTRACTCRS MCLUDING THE INSTALLERS, TrussM r«qufe*« txtremm oar* tn fttbrlcatino« handUno, ahlppInQ, InstoHlng «fMl b fOUOT «W lotMt Mitton of BCSI Outtdno Cwyoiwnt Safety Irforna«on« by TPI and VTCA> for safety frwtaltors iftaU provfcit proctiOM prtor to poi'rocnfeiQ tfMM fttictkms. UMess nottd othgrwtoi, tof ' ^ ^ — •--^wrd ehatt havo a pro|Mr4* - _ _ of wbs itfMtt have brodne bwteUed pw- BCSI sections B3, B7 or BtO, as ftppttntMe. Apply p4ates to nottd othgrwtoi, -top chord ihiA have proporly attochtd i _ Vy attadwd rlQld ctMns*,, Locations chown for pcrnantnt tattral restralrrt DTOVMB tmporary brodnQ p»r BC structural shtawig and botton Refer to and safet BCSL each face of truss and position as ihom above and on th* Joint SotaRs, unless noted othomlse. Rofv' to i*-a«lr^ 160A-Z for standard plate positions. ITV BuRdkw Conponcnts Group Inc shott not be responstele for any deviation fron tHs drasing, any - .. ^ . . a(t») AHSI/tPI L or for hondUnf^ *hlppina Instattatlon t 10 or ravor po^ Usteu this dr«alnOi Mcate of prof*s«len«l onghwering responsMlty soMy for the dtsign lihomn. The suttabMty « draa*« for any structure Is the responsfcWty of the BiJMno Bnlann'- p>r ANSS/TPt 1 SccS. foRure to buRd tht truss In oonfomance . _ - _ brulnq.of trtvses. A seal on 1hls_dra«ino or covor pa«{e Ustlno^ *«alne; ""•""'* ~ " ' "Ion shovni ites ocoptance and us* of this for nor* Infomatlon s** this Job's gtnorol notes page and th*s* «*l> stt*si ITVBCCi *w*itibcgconi TPIi wmmAftnaitjorgt VTCA* wee.sbclnduetry.orgi ICO wwiJccsaftf^rg DATE 2/16/12 DRWG A11515ENC100212 MAX. TOT. LD. 60 PSF MAX, SPACING 24.0' REF ASCE7-10-GAB11515 08/19/2014 ASCE 7-IO1 120 nph, 30' Mean Height, Closed, Exposure C Connon Residential Gable End Wind Bracing Requirenents - Stiffeners 120 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or 100 nph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 nph, 30ft, Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, Kzt = 1,00, Wind TC DL=5.0 psf. Wind BC DL=5,0 psf. Lateral chord bracing requirenents Topi Continuous roof sheathing Boti Continuous ceiling diaphragm See Engineer's sealed design referencing this detail for lumber, plates, and other Information not shown on this detail. Nailsi lOd box or gun <0.128'x3',min) nails. H Less than 4'6' - no stud bracing required H Greater than 4'6' to 1'^' in length provide a 2x6 stiffbacl< at mid-height and brace stiffback to roof diaphragm every 6'0' <see detail below or refer to DRWG A12030ENC100212), H Greater than 7'6' to 12'0' maxi provide a 2x6 stiffback at mid-height and brace to roof diaphragm every 4'0' (see detail below or refer to DRWG A12030ENC100212), ^ Optional 2x L-reinf orcement attached to stiffback with lOd box or gun (0.128' x 3', min,) nails @ 6' o,c. 2X4 Blocking nailed to sheathing and each truss 2X4 DF-L #2 or better diagonal brace. Attach each end for 560tt. 2x6 #2 Stiffback attached to each Stud w/ (4) lOd box or gun (0.123' X 3', min.) nails. Building Corrnxments Group Inc. Earth Ctty, MO 63045 HVARNDHGK* READ AND fOLLOW ALL KITES ON THIS QRAVINGI mNPORTANTni FURNISH TfOS SftAVMG TO Aa aMTRACTORS INCUflKNG THE INSTALLOtS. Trusses requir* *xtr«n* oar* In fatarksatkwb handHna. sHppfeiaf tnEtaJHUna and feradho. R*f ar to and foUo* th* tatvst odttton ef BCSI <B(Mtfl Cor^onwtt Safety Infomatlon, by Tfl and VTCA> fer safoty practices prior te porforwino those functions. finstaUcrs shoAt provld* tewporary bradno p*r BCSL tMess notod othtrelse, top chord shaM have proporly attachad structurol sh—thUg ona botton chord shaU hav* a proparly attoOhcd rigid coMno- Locations shosn for p*mantnt (ateroil restrofcrt ef eabs sh^ have brooio InstaUed per BCSI MCtkms B3, B7 cr BlOj as appUcable. Apply plates te each fac* of truss and position as showi above and en the Joint Dttafts, unless noted othtrwie*. R*f*r te <fc*aalno> 160A-Z for stuidard plate positions. ITV BuMng Conponents Group Inc shott not be responsM* for any d*>Aatlon fron tMs dradna any . . . ^ — MtSI/IPI t or for handUrtQ, itfJppjijjj^^wtaUatlon t f oAure te buRd the truss In CTnfomano _ bradno of trusses. A seal on tMs <>^dno or cover page Usttno tNs <i^*ln(^ of professional anglnoTlng r*spansUUty soMy for th* dtsign ^lovn Th* suK . _ _ draofcy for ony structure Is th* reipg-t^tyof the BiMM^nlvwr p*r ANSI/Tft X S*cS. fer nor* Infomatlon so* this Job's gonsral not*s pog* and QMSI v*to sitesi ITVBCGi ewwitwhcftconj TPIi oeo.tplnst.oroi VTCAt www<bc*idustry<rgi KD eeeJccsaf*.org _ it*s acQOptanc* Th* sultabU^ and us* of tNs CI&/I9/2U14 DATE 2/14/12 DRWG GABRST100212 MAX, TDT. LD. 60 PSF MAX. SPACING REF GE WHALER Gable Detail For Let-in Verticals Exanpiei Gable Truss nate Sizes Refer to opproprlate ITW goMe detaR For ninlPHjn plat* sizes for vertical studs. Ql^fer to Engineered truss design for peak, spUce, web, and heel plates. ®If goMe vertical plates overlap, use a single plate that covers the total area of tlw overlapped plates to span Vrte web. 2X4 02X4 2X8 'T Reinforcenent Attachnent Detoil •T" IMnforclne T Rdnforclng Me»*er Toe-nat X - Or -1 Dxi-noR Reinfordng Gable s. Truss > . lagld Sheathing NaRs Spaced At 4' O.C rf CeHIng Provide connections for uplift spedfied on the engineered truss design. Attach each 'T reinforcing nenber elth End Driven NoKsi lOd Connon <ai48'x 3.',nin> NoRs at 4' ac. plus <4> naRs In the top and botton chords. ToenoJted NaRs> lOd Connon «U4B'x3'jr*i> ToenoRs at 4' of. plus <4> toenaRs In the top and botton chords. This detoR to be used with the appropriate ITW gable detoR for ASCE wind load. ASCE 7-98 Galole DetoR Drawings A130tS980109, A12015980109, A1101S980109, A1001S980109, A13030980109, Aia030980109, A11030980109, A10030980109 ASCE 7-02 Gable DetoR Drawings A1301S020109, A12015020109, A1101S0S0109, A10C15020109, A14015020109, A13030020109, A12030020109, A11030020109, A10030020109, A14030020109 ASCE 7-05 Gable DetoR Drawings A130iS050l09, A1201S0S0109, A1101S0S0109, A1001SOS0109, A1401SOS0109, A130300S0109, A120300S0109, A110300S0109, A100300S0109, A140300S0109 ASCE 7-10 Gable DetaR Drowings AllSlSENClDOaia, AlSOlSENClOOaiS, A1401SENC100212, A1601SENC100212, A1801SENC100212, A2001SENC100212, A2001SeND100212, A200ISPED100212, AUS30ENC100212, AI2030ENC100212, A1403aeNCI00212, A16030ENC100212, A18030eNC1002ia, A20030ENC100212, A20030END100212, A2003aPEDt00212 See opproprlote ITW gable detoR for naxinun unrelnforced gable vertical length. To convert fron f to 'T' reinforcing nenbers, nultlply 'J' kxrreose by length <based on approprlote ITW gable detoHX Hoxinun allowable 'T' reinforced gable vertical length Is 14' fron top to botton chord. •T' reinforcing neiMoer noteriat nust notch size, specie, and grade of tlie 'L' reinforcing nenber. ^eb Length Increase w/ 'T' Brace •T' Reinf. Hbr. Size •T Increose 2x4 30 •/. 2x6 20 Exonplei ASCE 7-10 Wind Speed = 120 nph Meon Roof Height = 30 ft, Kzt = 1.00 GoWe Vertical = 24'o.c. SP #3 'T' Reinforcing Henber Size = 2x4 'T' Droce Increase (Fron Above) = 30% = 1.30 <1> 2x4 'L' Broce Length - 8' 7' Hoxinun 'T* Reinforced GoMe Verticol Length 1.30 X 8' 7' = U' 2' BuHding Cwnponents Group Inc. Eaitli Cty. MO S3045 •n/MNian READ MO FOLLOW ALL NOTES ON TMS DRAWDn •*tmKimUm FURNISH THIS DRAWING TO MX aMTRACTORS mCLUUNG THE BtSTALLERS. Tnmn rtifin «xtriM car* Hi fatrlc««n(, hMdtog, Itilppkia tateHHa tni brackia li*F«r to uid folfax «w Wi«t MHtan of MSI <lt«dtio Conponnrt Safirty btFirmUknTry TPI and VTCW for nfrty proc«lc«» prtor to p«i'nii i*ig tntn njnctkini. IrartalKrs tM provM> tmparvy krxM n«r KSL IMMC notod eawi'ilM, tap ohord iM htvw proparty attachM i«ruct<irot HwatHiM and kotton chord thM hav* a oroparly attacXad rigid cHinQ. Location, shown for parnanant lataral raatrolnt of aalw lhal hava brackig hrtaUad par BCSI sacttoni >3. 17 ar HO. a* aimllmhla. tffly platas to aach fac* of truss and poUtton as thown abova and on tha Joht Drtals, >«i«ss notad otharalsa. Oaf ar to d-ailnes UOA-Z for standard plat* pualUuris. ITV liMng Cofvoncnts Qroiv Inc. shaH not b* rtspnwsM* for any dtvlaDan fron tMs eraalra, any fa*ur< to butd tha tnss m confomanc* inh MtSlTlPt I, or for handUng, shipping, tvtallatlon I brack<g of tnjssas. A saal on tHs draaing or covar pag* Usting tMs draikig, Mcatas accaptanc* of profasslonal angln«ar>»g rasponaMHy saialy for tti* d*slgn Aomn. Th* siitaMlty and us* of tt4s draak<g for any structva Is tht rasponsfeMty of th* MMhg Bailgmr par ANSI/TPI I Sac£ For nor* Informtton sa* this Job's g*n*ral not*s pa^ and thasa «ab sttas) ITVBCa awajtabcgcohi TPIi —s.tplnst:arai VTCM awsjbdndustryjrg] ICO »a«Jccs»f«jrg 08/19/2014 DATE 2/16/12 DRWG GBLLETIN0212 MAX. TDT. LD. 60 PSF DUR. FAC. ANY MAX, SPACING 24.0' REF LET-IN VERT IS SPEC If It: D rji^ A 'IR-S BRACING MLTHGC IS DCS SCD WhJCN !IuNT^^iU! RLD. • BC'ACL -BRACE Cl ! HLR SIDL ITH 10"! EGX SM!N.> NAILS, 'VEB NAPRLIV.' EACE. ALTERNATIVE E • NL r APRL1CABLE REP ::ACING SPECIE !EII 1 PECIEIRD INLJ UR ,1 CA. V MA^ EE !WCB MLMBER ALTERNAliVE BRACINL QR L-BRACE SCAB BF'f CAS []R 3.';4 HlJW -•y A RX4 I'X4 1 RLIV 2 RDU BK EETIRR THAN VLB RiRMBEi SPLSIRIED UTHLRVISL DU BRACR ;R Ti-iAf-i (]; SCAB PEP BRACE IS A MIMjMLT'i SOX DE WEE MEMBER LE^iGT 1/ \| PARR ^ACE rjR VLB, nix //// //// T BuiMlng Components Gmup Inc. Earth City. UO 63045 o'-'on^ BCJI '<Eui;flu'^y Cor.po>"!ei"it Society Inf ornotionj by ^ l''.! '."irS'Ji WTGA> fcr sof ety pr'^ctic^-; pricr to 08/19/301.1 • L_L_ T (" DL PSF" r> r-D L PSF BE I i ps,r f iJ L \J, PSF DATE 1/1/0- DRWG BPCLESUBOiO'; PCR14136; HOLLERAN: l^iSio| BEDROOM ICB1i-2rm Final Inspection required ijy: a Plan • CM&I • Fire • SW •ISSUED Approved •cv. BUILDING PLANNING V ENGINEERING FIRE Expedite? Y N DIGrrAL FILES Required? Y N Date By HazMat Forms/Fees Frre HazHealthAPCD Stormwater Special Inspection CFD: Y LandUse: N By Density: ImpArea; FY; Annex: Comments Date Building Planning Engineering Fire IJate Need7 5U\ PsHa?r / Q l3one • Oone