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150 JUNIPER AVE; ; CB112461; Permit
04-18-2012 Job Address. Pei mit Type. Parcel No. Valuation. Occupancy Group. # Dwelling Units. Bedrooms' Proiect Title. City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Residential Permit Permit No: CB112461 Building Inspection Request Line (760) 602-2725 150 JUNIPER AV CBAD RESDNTL Sub Type' SFD Status ISSUED 2042320700 Lot#- 0 Applied. 11/18/2011 $352,941 00 Constuction Type NEW Entered By LSM Reference #• Plan Approved' 04/18/2012 1 Structure Type. SFD Issued'04/18/2012 2 Bathrooms: 2 5 Inspect Area- Ong PC #: Plan Check #' BARELMANN RES- DEMO EXISTING 4 GAR GARAGE ( NO EXIST HOME) BUILD NEW 2,938 SF LIVING, 262 SF ATTACHED GAR, 276 SF DETACHED GARAGE/PLAYROOM 128 SF PATIO COVER @ DETACHED GAR. Applicant- MARKWONNER ARCH Owner- BARELMANN ROBERT H&MARGARET L P O BOX 763 CARDIFF CA 92007 858 449 2350 POBOX 1698 CARLSBAD CA 92018 Building Permit $1,687.38 Meter Size 0 Add'l Building Permit Fee $0 00 Add'l Reel Water Con Fee $0.00 Plan Check $1,181 17 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 $35.29 PFF (3105540) $6,423 53 Park in Lieu Fee $0.00 PFF (4305540) $5,929.41 Park Fee $0 00 License Tax (3104193) $0 00 LFM Fee $0.00 License Tax (4304193) $0 00 Bridge Fee $0 00 Traffic Impact Fee (3105541) $2,750 00 Other Bndge 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 $150.00 Renewal Fee $0 00 ELECTRICAL TOTAL $150 00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $150 00 Other Building Fee $0.00 Housing Impact Fee $2,925 00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size 0 Master Drainage Fee $683.46 Add'l Pot Water Con. Fee $0.00 Sewer Fee $1,096 00 Reel. Water Con Fee $0.00 Additional Fees $0 00 Green Bldg Stands (SB1473) Fee $12 00 Fire Sprinkler Fees $0 00 Green Bldg Stands Plan Chk Fee $0 00 Green Bldg Stands Plan Chk Fee TOTAL PERMITTEES $23,173 24 Total Fees $23,173 24 Total Payments to Date: $23,173.24 Balance Due: $0.00 Inspector. Clearance- NOTICE Please take NOTICE trat approval of your protect includes the "Imposition" of fees, dedications, reservations, or otfier exactions fiereafter collectively referred fo as "fees/exacfions" You fiave 90 days from fhe dafe this permit was issued fo protest imposition of these fees/exacfions If you protest them, you must follow fhe protest procedures set forth in Government Code Secfion 66020(a), and tile fhe protest and any other required information with fhe City Manager for processing in accordance with Carlsbad Municipal Code Secfion 3 32 030 Failure fo fimely follow fhaf procedure will bar any subsequent legal acfion fo attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED fhat your right fo protest the specified fees/exacfions DOES NOT APPLY to water and sewer connecfion fees and capacity changes, nor planning, zoning, gtatJing or other similar application processing or seivice fees in connection with this proiect NOR DOES IT APPLY to any fees/exactions of which vou have [ireviouslv bean Given a NOTICE similar fo this, or as to which the statute of limitations has previously ofhero/ise expired 04-20-2012 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW110432 Job Address. Permit Type. Parcel No: Reference #: CB#' Project Title 150 JUNIPER AV CBAD SWPPP 2042320700 CB112461 Lot #: FBARELMANN RES- BUILD NEW 2,938 SF SFD W/ 262 SF ATTACHED GARAGE, 276 SF Pnonty- M ApplicanL MARK WONNER P O BOX 763 CARDIFF CA'92007 858 449 2350 Emergency Contact. SCOTT GUENDERT Status: Applied: Entered By: Issued: Inspect Area: Tier ISSUED 11/18/2011 LSM 04/20/2012 1 Owner. BARELMANN ROBEF^T H&MARGARET L POBOX 1698 CARLSBADCA 92018 760-931-6881 SWPPP Plan Check SWPPP Inspections Additional Fees $50.00 $210.00 $0.00 TOTAL PERMIT FEES $260.00 Total Fees. $260 00 Total Payments To Date $260.00 Balance Due: $0.00 FINAL APPROVAL DATEi/vJT^^EARANCE SIGNATURE F^ CITY OF CARLS! Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8538 www carlsbadca.gov Plan Check N0.C6 11 {/) [ Est. Value 3ts:3 <yv^ \ Plan Ck. Deposit /^/. Date \ [swPPt, QL/^^ I JOB ADDRESS . /\ CT/PR0JECT# I LOT # j PHASE # # BEDROOMS SUITE#/SPACE#/UNIT# # OF UNITS # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE OCC GROUP DESCRIPTION OF WORK: /nc/ude Square Feet of Affected Areafs) , EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES • # / NO • AIR CONDITIONING YES • NO^ FIRE SPRINKLERS YES R NO • jAPPLlCANT NAIVIE (Pr/mary Contact) , I APPLICANTNAME (Secondary Contact) ADDRESS ADDRESS CITY PHONE STATE FAX ZIP CITY STATE ZIP PHONE FAX EMAIL QlF^KW^^K ® (SroML .com EMAIL ADDB6SS r~ V 'RflPCHW ADDRESS OWNER NAME T><^. 1SD)C ffc^Q . _ _ _ ^ STATE CITY STATE PHONE nTAX PHONE •~7(^0 -M-^-7>-?7-7-? EMAIL ZIP IPO « ^ _ - ^ ^ STATE ^ ZIP R NAMF A Ar)nRF.<^.<^ TSTAT EMAIL li ; , STATE Ultr* rrTAQifZ: TriW ARCH/DESIGNER NAME & ADDRESS "ti CITY BUS LIC#I (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter, improve, demolish or repair any structure, pnor to its issuance, areflrequires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Busmess and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption Any violation of Section 70315 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)) Workers' Compensation Declaration / hereby affirm underpenalty of perjury one ofthe following declarations CD I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this perm it is issued O I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work lor which this permit is issued My workers' compensation insurance carrier and policy number are Insurance Co Policy No Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less ^ Certificate of Exemption, I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become sub)ect to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up.to one hundred thousand dollars (&100,000), m addition to the cost of compensation, damagj^ as prpv13ea~for in^^«£ti))i}^QS.aLUie,Labor code, interest and attorney's fees. / / (j OAGENT DATE {/11 JS^ CONTRACTOR SIGNATURE / fiereby affimi that I am exempt from Contractor's License Law for the following reason • I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) • I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Piofessions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and confracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) • I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and matenals for construction of the proposed property improvement • Yes • No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but 1 have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) vgrPROPERTY OWNER SIGNATURE •AGENT DATE l,s the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act' • Yes • No Is the applicant or future building occupant required to obtain a permit from the air pollution f ontrol distnct or air quality management distncP • Yes • No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site'' • Yes ONo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 1 hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address I cerbiy that I have read the applicaton and state thatthe above infomiation is conectand thatthe infonnaton on the plans is accurate. I agree to complywith all City ordinances and State laws relatng to building consfructon I hereby authonze representative of the City of Caifsbad fo enter upon the above mentioned property for mspecton purposes I ALSO AGRIEE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0' deep and demolition or constmction of stnjctures over 3 stones in height EXPIRATION Eveiy permit issued by the BuildingOfppial under the provisions of this Code shall expire by limitation and become null and void if the building or work authonzed by such pennit is not commenced within 180 days fn3m the date of such permit or if ihfir€M(d or woif< authored by sS^h o^it i6 suspended or abandoned at any time after the work is commenced for a penod of 180 days (Section 106 4 4 Unifomn Building Code) APPLICANT'S SIGNATURE DATE 'ir ll Inspection List Permit*: CB112461 Type: RESDNTL SFD BARELMANN RES- DEMO EXISTING 4 CAR GARAGE ( NO EXIST HOME) BUILD Date Inspection Item Inspector Act Comments 05/13/2013 89 Final Combo PD AP 05/13/2013 89 Final Combo -Rl 11/29/2012 17 Intenor Lath/Drywall MC AP 11/21/2012 17 Intenor Lath/Drywall MC AP 11/21/2012 18 Exterior Lath/Drywall MC AP 11/21/2012 23 Gas/Test/Repairs MC AP 11/06/2012 84 Rough Combo PD AP 10/09/2012 13 Shear Panels/HD's PD AP 10/09/2012 31 Underground/Conduit-Winn PD AP 10/05/2012 13 Shear Panels/HD's PB CA 09/20/2012 13 Shear Panels/HD's PD CO 08/15/2012 15 Roof/Reroof PD AP 07/27/2012 39 Final Electncal PD AP 07/25/2012 15 Roof/Reroof PD AP 07/16/2012 84 Rough Combo PD PA 07/02/2012 11 Ftg/Foundation/Piers PD AP 06/27/2012 11 Ftg/Foundation/Piers PD AP 06/26/2012 11 Ftg/Foundation/Piers PD CA 06/21/2012 22 Sewer/Water Service PB AP 06/20/2012 66 Grout PD PA 06/19/2012 66 Grout PD CA 06/11/2012 11 Ftg/Foundation/Piers PD PA 06/11/2012 21 Underground/Under Floor PD PA SHOWER LATH RESCH FOR WED Wednesday, May 15, 2013 Page 1 of 1 City ofCarlsbad Bldg Inspection Request For 06/11/2012 Permit# CB112461 Title. BARELMANN RES- DEMO EXISTING Inspector Assignment Description 4 CAR GARAGE ( NO EXIST HOME) BUILD NEW 2,938 SF LIVING, 262 SF ATTACHED GAR, 276 SF DETACHED Type RESDNTL Sub Type' SFD Phone 7608452851 Job Address 150 JUNIPER AV Suite. Lot 0 /A y Location lnspector,/>>/(^ OWNER BARELMANN ROBERT H&MARGARET L Owner. Remarks Total Time CD Description Act^ Comments 21 Underground/Under Floo 11 UIL^ Requested By SCOTT Entered By CF Comments/Notices/Holds Notice *"GR 12-10 TO BE ISSUED CONCURRENT W/CB112461* Date Associated PCRs/CVs/SWPPPs Original PC# CV120294 CLOSED H-ILL RETAINING WALL, SW110432 ISSUED FBARELMANN RES- BUILD NEW, 2,938 SF SFD W/ 262 SF ATTACHED GARAGE, 276 Inspection Historv Description Act Insp Comments EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Robert & Margaret Barelmann P.O. Box 1698 Carlsbad, California 92008 Decembers, 2011 Project No. 11-1106E7 Subject: Foundation Plans and Details Review Proposed Single-Family Residence and Detached Garage 150 Juniper Avenue Carlsbad, California 92008 Reference: "Limited Geotechnical Investigation, Proposed Single-Family Residence and Detached Garage, 150 Juniper Avenue, Carlsbad, Califomia 92008", Project No. 11-1106E7, Prepared by East County Soil Consultation and Engineering, Inc., Dated June 14, 2011. Dear Mr. Barelmann: In accordance with your request, we have reviewed the foundation plans and details prepared by Mark Wormer, Architect and Sowards & Brown Engineering of Cardiff, Califomia for the proposed single- family residence and detached garage at the subject site. The foundation plans and details were found to be in substantial conformance with the recommendations provided in the referenced geotechnical report. Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils. If we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted. Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD\md C& I \ ^^<b / EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Robert & Margaret Barelmann P.O. Box 1698 Carlsbad, Califomia 92008 Subject: Foundation Excavation Observation Proposed Single-Family Residence and Detached Garage/ Shop 150 Juniper Avenue Carlsbad, Califomia 92008 June 7, 2012 Project No. 11-1106E7 References: 1. "Report of Field Density Tests, Proposed Single-Family Residence and Detached Garage/ Shop, 150 Juniper Avenue, Carlsbad, Califomia 92008", Project No, 11 -1106E7, Prepared by East County Soil Consultation and Engineering, Inc., Dated May 31, 2012. 2. ''Limited Geotechnical Investigation, Proposed Single-Family Residence and Detached Garage, 150 Juniper Avenue, Carlsbad, Califoraiia 92008", Project No. 11-1106E7, Prepared by East County Soil Consultation and Engineering, Inc., Dated June 14, 2011. Dear Mr. Barelmann: In accordance with your request, we have observed the foundation excavations for the proposed single- family residence and the detached garage/ shop at the subject site. The footings have been excavated to the proper depth and width into competent bearing soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 2). If we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted. Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD\md • /it CIRCUIT CARD Development Services CIRCUIT CARD Building Division CITY OF B-36 1635 Faraday Avenue CARLSBAD B-36 760-602-2719 www.carlsbadca.gov il\F, Ad*ess: /5"0 6u'0j:^en.A^s l^ennitNmbef: PhOTOC Contracto: ^uey^iX^/l.^T' Phone: tOCATTON ^3 OKI 11 13 ts 17 19 21 23 25 2T 2S 31 33 35 37 39 41 BKR SIZE 7«i VWRE ii. 12. /2- ( Z CM CM cc Ol MISC BUS: Z AMPBTOOFUSEDMUO AMP Swvto aiiwnee erfaedar condnciOT: ,A)SKe: No. B)Typ*: QCU Seo^eroun A) Sea: I C) Ctar^ |ocalloft(8),' ~ ;R iter Pipe P GrouKi Rod 6K:I tocatiau 210 - 8.680- 70: !B'jamfoom{s) AfO^SKBCted Clfc 210 -12 B'tiet^oomts) 0> Conduit Size: '3'*^ B)Type; Biw DAL 250-SOIc) 250-104 2S0-52 •Hydromass^ Tub • REC MISC WIRE SIZE JFL BKR SEE 2<i 5-0 1^ CKT 10 14_ "ir 18 22 28 32 94 38 38 40 42 LOCATKIN Computed Load Branch circuits (wjulfad! A) Ua»*igClnaril« 220-3(6). 4{d) B) T«Q Small A4>pBan£«Cbc«dte 210-11(e) OLoMidryCifCUi) 220-16(b) 0}.Certra)H«SngEqidi!imefit 422-12 EJBaAroom 210-92(d) .AMPS Rmiiaifcs;. ^ C8r% tfist BO lBmi6taito8 AavB been ton^ mstri«fibns am/tftat lhe iwr<r eteim (m /l/ij« asigned B-36 Page 1 of 2 Rev. 03/09 CARLSBAD CITY OF CIRCUIT CARD B-36 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov .Address; 1^0 "^UNJCPed AJfs f>emi«Num!»f: Owner, .Q^ti^^eUmTMO Phone: Confradon QU&ny^^^ofijf Phone: PANEL? IIS tt^.OaXi fiJLC. VOLTS /^^ fl ,? WIRE LOCATtON CKT BKR SIZE WIRE MISC SiP MISC WIRE BKR SIZE CKT L0CATK3N LOCATtON CKT BKR SIZE 8I2E we MISC LrlU SiP MISC SiZS TYPE BKR SIZE CKT L0CATK3N 1 \^ IW / /r 9 ( /t CCl /S' 2 3 IIP 1^ / 2. /2. Cc, 4 5" Itr IV / / n /^^ 6 :»miie^ 7 /r 'V -/ • —tiv - Zt>— -6— 9 . P-?o 10 11 \^ A 12 .13 H n CM 14 IS }^ ( 16 1? % C>J £^ 18 19 HO CM, (e / C^ 20 LJMSHL 21 ll CCf 3 9 / 22 23 il <ei> 3 / ^« 25 10 CU /^ ^2^'r ffl; 27 ti^ r 5" 31 /f 'H • TX/ -t (0 / ^ // /r-32 sv CU V 7 6"" /r-•34 G CM A / 36 37 /z 38 39 40 41 42 \ MAIN: IF___£JIZ__ AMP BRk/aiSE • MLO BUS: "Z-T^f^ fim SeniefrentraneecrtBedarcandaciDn: A)Sae:No,_____ e)Type: Ocu DAL O) Conduit Sjze.'_2_ C)tnsid8ion: Se>vh» grouhd'bondr A)SS»:No..'^"^ 8)Type: I5CU OAL C) Oamp locatlof^e); mjFER 250-S0(c) Ca^atoR^ 250-104 POroufidRbd 2S0-52 • ; (»^localiOM21<I-8.6aO-70: ^ «thn)om{s) OlGtctHsn »(») DHydromassage Tub P AFClftatecttd cac 210-12 a^edroom(s) CaRipiAedLoad^_ SM cw»tMiMiviixftjMe(«r>ibe(i* Branch circuits re()uir«d: A] Ugiitt^ t^iurits 220 - 3(b); 4(d) B) T«iiQ$matiA|i(>Saft«iaCI«etiita 210-11(e) OLaundiydtctJft 220-16(b) 0)CefltatHe8fin8Eq«jiiipiTient 422-12 ' E}Ba«»vom 210-52(d) .AM»S Renuuicst i cortffy ihai aO tamAfaUoiwHave bean Ux^tmS In mcconkmeo wlOt manufactunr^: mtwctktfisamlOMthowrtCMhomQnthkcBa^ the woiit peitormed umler Ms pamt ^ ^ ^ r» . •Owner eietrytgs^t- -s^ium^f^ j2r^ B-36 Page 1 of 2 Rev 03/09 SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION As an atlemaavo method, the STANDARD METHOD found in ARTICLE 2i0 61 the Natkmel Eiectfic Code, may be used GENERAL UGHTING LOADS Dweflii^ 9000 sq. ft x 3 VA=220-3{a) Small applian<» loads- 220-16(a) 1500 VAx 3 dfcute = Laundiy load - 220-16(11)) 1500. VA x Z circuits « VA VA VA 2. COOKING EQUIPMENT LOADS - Nameplate Value Range VA *= Cobktop VA*^ Oven (B) 7ZOO VA = General UeMIng Total. VA .VA VA VA 3. ELECTRIC DRYER 220-18 (Nantepiate. 50(X) VA minimum) Diyer VA= 4. FIXED APPLIANCE LOADS 230.30 (b)<3) Dishwashers / Disposal e t (ktmpactoirs Water Heater = Hydrotnassage Bathtub = MicRMave Oven s ^ BuiH-in Vacuum = Cooking Eaulomeht Total ^/ZOO VA Dryer Total VA /Zoo VA foo VA VA VA ;vA VA VA VA 5. OPTIONAL SUBTOTAL (Add all of the above totals) Fbced /^pllance Total, VA ^CgQO VA is. APPLYING DEMAND FACTORS - TABLE 220^ Rn»t 10,000 VAX 100% = Optional Subtotal (from line 5)i Remaining 2^22^ VAx 40%= HT.—HEATING OR AC LOAD -^:ABLE 220-30 Larger of the Heating dt AC Load ° 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7}» 9. MINIMUM SERVICE SIZE « Optional Loads Total» 240 Volt 10,000 VA rt/no VA VA z'im VA Ampere (Ptease put total on front of card under tCkimputed Load) OJ Insulation, L.P. - Escondido (874) 2061 Aldergrove Ave. Escondido, CA 92029 Insulation Certificate Insulation is installed in the structure described below as fdlows: Work Area Item Installed Sq Feet Sub floor area ISNET Netting 4' x 500" Subfloor 1,238 Interior Wall R-1115.25" X105" - Unfaced - Brown Batts 920 Exterior Walls and Rim Joists R-19 15.25" X 48" - Unfaced - Brown Batts 2,571 Betweoi floor area R-19 16" X 96" - Unfaced - Brown Batts 1,160 Overhangs/Cantilevered Areas R-30 16" X 48" - UnlBoed - Brown Batts 31 Atac Area - Batts R-30 16" X 48" - Unfaced - Brown Batts 1,834 Sub floor area R-3016" X 48° - Unfaced - Brown Batts 1.238 Garage c^ltng with living area above R-30 16° X 48" - Unfaced - Brown Batts 250 "Fiberglass blow has no settling factor for R-values Job Name: ISO Juniper Ave Job Address: 150 Juniper Ave Carisbad, CA 92008 Insulation By Date Completed: 11/I6/2012 Carlsbad 11-2461 November 29, 2011 CARLSBA SPECIAL INSPECTIOM AGREEMENT S-45 Building Diulsiicijj 7$ti-ia3^.?7W In avcwtiancs wisn cfi<ip;>:.r "17 oi ste CailfprnKi feDitewg e<Ki.B.ino ioiimfing must l38 c<jinpie;e8 whc-n w«rk fiemg psffarfTiiMi T'Sj'WiKiS SiPaciai anErHOcrion, Sffor.Eiirai flitj^-srvattem ans «on«rtrui;t(&r,TO9t?n8l tesuivs, A. 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Iter ^ •Cwilrucioi's Canif.'yr';; fdtirrn*. l-,'e:;-i«'{pn-«f5.5fvai( ......sSco .bf" , .T2.!Q-'.3 Email 5'.<S-t(.ENOXi£Rflg AOL.,.<U)^yr\ _ _ .^none J^-i^C?-„55J.-,(o_&S / Ki*;e ivr CIBIM amia i"':^iscinf s;. cs'-se t .Mn- s>af. <S 7 ^ 3 3 6. .. t piiBtmn i;«:e . . . „ • 1 flCHiiriA *{!ge "anc, a"' a^.vare, fP 3|\e.;ia! ISGI» re-^cnt-i cc-*'catr!?a r ins. atfitew^ic ai sjs&c -?i t s^ecirari-t mreei an th? sppraved ptars, • . :,sclfiKj*<Mlye ISrm «o-ii-c^' svill 0?c--ci!,fci t'j eW.ji'i •c<rfu " -J-CC v. 't- fw carit"ji3or tfouumt'iil-j iippicvco iUv f-ji.AJ-'ig.atfiisa.l, • . will h£r^eir-olDjep.'0->2d'jr6sfare«e,-iasinB is:moivviljT:.-ica'(inE sonirsctor s) Gfganirsi on, for ihe msy-eaaTd • ', figfttv--h^: I v/i": f-jve a q laWjstl parFa-'i ftitiin our fjr.e csni\',:r.arF'jorijatiTrntm :tt &n^rt ae ?.iKr aani'Ol • J tvi'tf i?iov!d0 B final ropoj? /' tct1>yr in conwllanc t? •CSC S'S^.tson 1 "Pit. ?.2 c rsar m rggKosfrVig rT.na)' SignaUire ... .."Dais ?zqn 1 of I m-> (Mm EsGil Corporation In (Partnersliip witR government for (ButCding Safety DATE: April 2, 2012 • APPLICANT ISKJURIS JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 11-2461 SET III PROJECT ADDRESS: 150 Juniper Ave. PROJECT NAME: Barelmann Residence XI 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 codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. I I The applicant's copy of the check list has been sent to: IXl EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • PC 3/30/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGil Corporation Jn (Partnership with government for (Buifding Safety DATE- March 29, 2012 • APPLICANT •^RIS3 JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 11-2461 SET: II PROJECT ADDRESS: 150 Juniper Ave. PROJECT NAME: Barelmann Residence 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. X 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. F\ The applicant's copy of the check list has been sent to: Mark Wonner P.O. Box 763 Cardiff, CA 92007 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IXI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mark Wonner Telephone #: 858-449-2350 Date contacted: 31W (by: 1^ ) Email: mrkwnnr(ggmail.com-' Fax #: i^E Mail ^ Telephone Fax In Person • REMARKS: By: Kurt Culver Enclosures: EsGil Corporation • GA • EJ • PC 3/26/12 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 11-2461 March 29, 2012 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. FIRE PROTECTION 5. Show locations of permanently wired smoke alarms with battery backup, per Section R314: a) Inside each bedroom. THESE HAD PREVIOUSLY BEEN SHOWN ON THE PLANS, BUT NOW THEY'VE BEEN ERv^SED. PLEASE ADD THEM BACK IN. NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all ofthe alarms in the unit. Carlsbad 11-2461 March 29, 2012 GENERAL RESIDENTIAL REQUIREMENTS 7. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing in walls enclosing stainway landings or within 60 inches horizontally of the bottom tread of stairways where the bottom edge of the glass is less than 60 inches above the nose of the tread. WINDOWS 4 AND 5 MUST HAVE TEMPERED GLASS. 8. Guards (Section R312): Shall have a height of 42" (may be 34" along the sides of stairs). PLEASE SHOW ON THE PLANS THAT THE GUARDRAIL AT THE DECK IS 42" HIGH (BEST SHOWN AT DETAIL J/S7). 14. Show the sizes/locations of DECK drains and overflows. Section R903.4. DECK DRAIN IS NOW SHOWN, BUT NO OVERFLOW DRAIN. MISCELLANEOUS To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes • No • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at EsGil Corporation. Thank you. EsGil Corporation In (Partnership wtth government for (ButCdtng Safety DATE: November 29, 2011 • AEEUCANT ETJURIS--^. JURISDICTION: Carlsbad •^PLAN^REVIEWER • FILE PLAN CHECK NO.: 11-2461 SET I PROJECT ADDRESS- 150 Juniper Ave. PROJECT NAME: Barelmann Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy ofthe 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. Mark Wonner P.O, Box 763 Cardiff, CA 92007 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1X1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted. Mark Wonner (v A-I) Telephone #: 858-449-2350 Date contacted: ll Iz^/'! {hy.Wi^) Email: mrkwnnr(ggmail.com Fax #: ^: Mail I---Telephone Fax In Person n REMARKS: By. Kurt Culver Enclosures: EsGil Corporation • GA • EJ • PC 11/21/11 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 11-2461 November 29, 2011 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 11-2461 JURISDICTION: Carlsbad PROJECT ADDRESS- 150 Juniper Ave. FLOOR AREA: 3476 STORIES: 2 HEIGHT: -20' REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 11/18/11 DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/21/11 DATE INITIAL PLAN REVIEW COMPLETED- November 29, 2011 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinance by the Planning Department, Engineenng 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 ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, regardless 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 11-2461 November 29, 2011 • PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation (California Business and Professions Code). 3. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2010 California Residential Code, which adopts the 2009 IRC, 2009 UMC, 2009 UPC and the 2008 NEC. Section R106.2. a) On sheet A1, please revise the "Codes" note under "General Notes." • FIRE PROTECTION 4 An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings Please clearly note this on the plans Section R313 2 5 Show locations of permanently wired smoke alarms with battery backup, per Section R314: a) — Inside each bedroom b) Outside each separate sleeping area in the immediate vicinity of the bedrooms. c) On each story. • NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all ofthe alarms in the unit. Carlsbad 11-2461 November 29, 2011 6. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. b) On each story, including basements. • NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all ofthe alarms in the unit. • GENERAL RESIDENTIAL REQUIREMENTS 7. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4 (see exceptions). a) Glazing adjacent to stairways, landings and ramps within 36 inches horizontally of a walking surface when the exposed surface ofthe glass is less than 60 inches above the plane of the adjacent walking surface. b) Glazing in walls enclosing stainway landings or within 60 inches horizontally of the bottom tread of stairways where the bottom edge of the glass is less than 60 inches above the nose of the tread. 8. Guards (Section R312): a) Shall have a height of 42" (may be 34" along the sides of stairs) b) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6", 9 In addition to the above, please also check the triangular area (open?) formed by the handrail at the "South" elevation on sheet AIO 10, Also, please provide a structural detail for the guard shown at D/S8, 11 Per Carlsbad ordinance, the roofing must be Class A 12. Specify on the plans the following information for the roof materials, per Section R106 1 1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. Carlsbad 11-2461 November 29, 2011 13. Specify on the plans the following information for the DECK SURFACING MATERIALS, per Section R106.1.1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 14. Show the sizes/locations of DECK drains and overflows. Section R903.4. 15. The garage shall be separated from the residence and its attic area by not less than gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. 16 In addition to the above, please justify not providing a separation between the detached garage and the abutting Playroom (v\/hich appears to be habitable). 17. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5 1. 18. Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark CPC Section 508.14 19. Specify on the plans the following information for the fireplace(s): a) Manufacturer's name and model number, ICC approval number, or equal. b) Note on the plans that approved spark arresters shall be installed on all chimneys. CBC Section 2802.1. 20 Residential gas fireplaces are required to be of the direct-vent sealed- combustion style. CalGreen 4.503.1. 21 An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. 22. Show on the plan the amperage of the electncal service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 23 Please revise the electrical notes on A5, etc to match the current code requirements shown in the next few items. Carlsbad 11-2461 November 29, 2011 24. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). b) Weather resistant type for receptacles installed in damp or wet locations (outside). c) Arc-fault protection for all outlets (not just receptacles) located in rooms descnbed in NEC 210.12(B): Family, living, bedrooms, dining, halls, etc. d) GFCI protected outlets for locations described in NEC 210.8- Kitchens, garages, bathrooms, outdoors, within 6' ofa sink, etc. 25. Show on the plans that countertop receptacle outlets comply with CEC Article 210 52(C). In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). 26. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. • GREEN BUILDING STANDARDS 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 27. 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. 28. Note on the plans that a minimum of 50% of construction waste is to be recycled CGC 4.408.1. 29. 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 Carlsbad 11-2461 November 29, 2011 30. 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 31. Show on the plans that the gas fireplace(s) shall be direct vent Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC 4 503.1 32 Note on the plans that VOC's must comply with the limitations listed in Section 4.504 3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC 4.504 2. 33. Note on the plans that interior moisture control at slab on grade floors shall be provided by the soil engineer responsible for the project soil report per CGC Section 5.505.2.1, item 3 If a soil engineer has not prepared a soil report for this project, the following is required: A 4" thick base of !4" or larger clean aggregate shall be provided with a vapor barrier in direct contact with concrete, with a concrete mix design which will address bleeding, shrinkage and curling shall be used. 34. 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. 35. 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. 36 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. 37. 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 ofthe ACCA methods listed in CGC Section 4.507 2. 38 Note on the plans that pnor to final approval of the building the licensed contractor, architect or engineer in responsible charge ofthe 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. Water Efficiency and Conservation Standards listed below became effective 7/01/2011 39. 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, impnnt on the plans the attached Table 4.303.2 listing fixtures that meet the 20% reduction. CGC 4.303.1. Carlsbad 11-2461 November 29, 2011 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 Gravity tank-typewater closets 1.28 gallons/flush^ Flushometer tankwater closets 1.28 gallons/flush^ Flushometer valvewater closets 1.28 gallons/flush' Electromechanical hydraulic water closets 1.28 gallons/flush^ Urinals .5 gallon/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 A112.19.233.2. 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 A112 19.2 and ASME Al 12.19.14. 2. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. 40 Note on the plans that landscape Irrigation water use shall have weather based controllers. CGC 4.304.1. STRUCTURAL 41 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 (required by the soil report). Carlsbad 11-2461 November 29, 2011 42. 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 feet. Section R401.3. 43. Please complete the attached Carlsbad Special Inspection form. 44 On sheet S3, please show a detail reference for the 5' footings at the Hardy Frames 45 At the roof framing on sheet S4, please recheck the detail referencing at the stairwell area. Detail 2/S6 is shown there, but that doesn't seem applicable. Also, please recheck the 4x3 ledger size that is specified. 46. The roof slope specified on sheet S4 conflicts with that shown on A9. . MISCELLANEOUS 47 On sheet A2, please provide complete information for the steps (?) located at Door X in the Powder Room (rise/run, width, etc.). 48 Please complete the penthouse dimensions on sheet A9. 49 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. 50 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 descnbe them and where they are located in the plans • Have changes been made to the plans nol resulting from this correction list? Please indicate. Yes • No • 51 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Kurt Culver at EsGil Corporation. Thank you Carlsbad 11-2461 November 29, 2011 ^.^.-^.A. ...^r...-»-r-.^>. Development Services SPECIAL INSPECTION Building Division CITY OF AGREEMENT 1635 Faraday Avenue B-45 760-602-2719 www.carlsbadca gov ARLSBAD In accordance with Chapter 17 ofthe California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing ^roject/Permit Project Address A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT Please check if you are Owner-Builder • (If you checked as owner-builder you must also complete Section B of this agreement) Name (Please pnni) (FirsI) (MI) (last) Mailing Address Email, Phone lam •Property Owner •Property Owner's Agent of Record •Architect of Record QEngineer of Record State of California Regisfration Numbec Expiration Date AGREEMENT I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for speciai inspections, structural obseivations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code Signature^ Date B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder Contractor's Company Name Please check if you are Owner-Builder • Name (Please print) (First) IM I 1 (Last! Mailing Address Email 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 thai oontroi will be exercised to obtain conformance with the construction documents approved by the building official, • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports, and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control • / will provide a final report / letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature Date B-45 Page 1 of 1 Rev 08/11 Carlsbad 11-2461 November 29, 2011 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION. Carlsbad PLAN CHECK NO.: 11-2461 PREPARED BY: Kurt Culver DATE: November 29, 2011 BUILDING ADDRESS: 150 Jumper Ave. BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA (Sq.Ft.) Valuation Multiplier Reg. Mod VALUE ($) Dwelling 2938 110.17 323,679 Garage 538 28 74 15,462 Patio 128 9.58 1,226 Fireplace 1 2,621 34 2,621 Air Conditioning Fire Sprinklers 3200 3.11 9,952 TOTAL VALUE 352,941 Jurisdiction Code cb By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review • Repetitive Fee Repeats • Complete Review • Other Hourly EsGil Fee • Structural Only Hr @ * $1,687.38 $1,096.80 $944.93 Comments: In addition to the above EsGil fee of $944.93, an additional amount of $86.00 is due, for reviewing CalGreen Sheet 1 of 1 macvalue doc + Development Services Land Development Engineering 1635 Faraday Avenue ^ CiTY OF BUILDING PLANCHECK -Development Services Land Development Engineering 1635 Faraday Avenue ^ CiTY OF CHECKLIST Development Services Land Development Engineering 1635 Faraday Avenue CARLSBAD E-36 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Checl< for CB 11 -2461 SEE ALSO: (911120010 & SWI 10432 Review # 2 Date. April 9, 2012 Project Adciress 150 Juniper AvenuG APN: 204-232-07-00 Project Description- EXISTING GARAGE (NO EXIST HOME) BUILD NEW 2,938 SF LIVING, 262 SF ATTACHED GARAGE 276 SF DETACHED GARAGE/PLAYROOM 128 SF PATIO COVER @ DETACHED GARAGE Valuation- 352,941 ENGINEERING Contact Linda Ontlveros Phone 760-602-2773 Email, linda.ontiveros@carlsbadca.gov Fax. 760-602-1052 STOP! Please Rea^ Any outstanding issues will be marked with iXj . Please make the necessary corrections to the plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with ATTACHIVIENTS: Engineenng Application Right-of-Way Application/lnfo Sheet Storm Water Form Reference Documents OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT DATE: April 9, 2012 ***GRADING PERIVIIT TO BE ISSUED CONCURRENT WITH BUILDING PERMIT*** Notification of Engineering APPROVAL has been sent to Bob Barelman via email on April i9,2012 E-36 Page 1 of 6 REV 4/30/11 CB 11-2461 Review # 2 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: -SEE SHEET Gl • CJ I / I North arrow Existing & proposed structures EZU Existing street improvements LJ^LJ Property lines (show all dimensions) Easements f~"/~l Right-of-way width & adjacent streets / I Dnveway widths and grade / I Existing or proposed sewer lateral _£J Existing or proposed water service SEE RIGHT OF WAY: RW 12-105 Show on site plan -SEE SHEET Gl f"! /J 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" L_/J Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception _/J Sewer and water laterals should not be located within proposed dnveways, per standards Include on title sheet: Site address Assessor's parcel number I Legal description/lot number I 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 (manufactunng, warehouse, office, etc ) previously approved. I 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. Reference No(s) CDP 11-15 E-36 Page 2 of 6 REV 4/30/10 CB 11-2461 Review # 2 2. DISCRETIONARY APPROVAL COMPLIANCE with Land Development Engineering f/l Project does not comply with the following engineering conditions of approval for project no CDP 11-15 (PLANNING COMMISSION RESOLUTION NO. 681 5): 1 7| Drainage Hold Harmless Agreement, signature and notarization is required 181 Street Lighting and Landscaping District, signature required 211 Minor grading oprmit, to be issued at building permit 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm dram 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. r"7~1 Dedication required as follows: NA 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuantto Carlsbad Municipal Code Section 18 40.040. r"7~l Public improvements required as follows: NA (Curb, gutter and sidewalk, underground utilities existing) Construction of the public improvements must be deferred pursuant to Carlsbad IVIunicipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. /J Future public Improvements required as follows. NA E-36 Page 3 of 6 CB 11-2461 Review # 2 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. • CD -SEE GR 12-10 j ^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" {~7~\ Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained pnor to issuance of a building permit I 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 Engineenng Construction Inspector per the attached list. The inspector will then provide the engineering counter with a release forthe building permit. No grading permit required _/J Minor Grading Permit required See attached marked-up redlines/comments for project- specific requirements. 6. MISCELLANEOUS PERMITS -SEE RW 12-105 CZ 1 RIGHT-OF-WAY PERIVIIT is required to do work in city right-of-way and/or pnvate work adjacent to the public right-of-way. Types of work include, but are not limited to street improvements, tree tnmming, driveway construction, tying into public storm dram, sewer and water utilities [ 7~] Right-of-way permit required for- Sewer and water laterals along with any related construction work within the City's Right of way boundary E-36 Page 4 of 6 REV 6/30/10 CB 11-2461 Review # 2 7. STORM WATER Construction Compliance [~/~| Project Threat Assessment Form complete I i Enclosed Project Threat Assessment Form incomplete. • [~7~| Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 11-432 ) 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 -SEE SHEET Gl / 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 FRequirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf ['7J Project needs to incorporate low impact development strategies throughout in one or more of the following ways. C2. Rainwater harvesting (rain barrels or cistern) I 1 Vegetated Roof [ I Bio-retentions cell/rain garden I I Pervious pavement/pavers [IZ] Flow-through planter/vegetated or rock drip line I ] Vegetated swales or rock infiltration swales I 1 Downspouts disconnect and discharge over landscape http://www.carlsbadca.gov/business/building/Documents/LID.pdf E-36 Page 5 of 6 REV 4/30/10 CB 11-2461 Review # 2 9. WATER METER REVIEW Domestic (potable) Use LJ • 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 [V^ • For residential units the minimum size meter shaii 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 r7~| Required fees have been entered in building permit. • yes IZjno [VJ 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 [/j^®^ CZl'^'-' ('^ addition over 150' from centerlme) yes LJno I i No fees required •yes [7] yes • yes 0"° • no • no 10. Additional Comments E-36 Page 6 of 6 REV 4/30/10 ***F()R A COMPLKTK LISTUVdi OF FIJKS, PLMSF CONTACT THF BIJILDLXG DIVISION* Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Unda Ontiveros Address: 150 JUNIPER AV Fees Update by: lo GEO DATA: LFIVIZ: i / B&T: N Bldg. Permit #: CB 11-2461 Date: Date: December 7,2011 Date: 4/09/2012 Fees Update by EDU CALCULATIONS: List types and square footages for all uses. Types of Use Types of Use Types of Use Types of Use SFD Sq.Ft./Units 1 Sq.Ft/Units Sq.Ft./Units Sq.Ft./Units EDU's EDU's EDU's EDU's 1.00 ADT CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units 1 ADT's: 10 Types of Use: Sq.Ft./Units ADTs Types of Use: Sq.Ft./Units ADT's Types of Use: Sq.Ft./Units ADT's FEES REQUIRED: Within CFD:DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) 0NO 1. PARK-IN-LIEU FEE:nNW QUADRANT DNE QUADRANT DSE QUADRANT QW QUADRANT ADTS/UNITS: | X FEE/ADT: 2TRAFFIC IMPACT FEE: ADTS/UNITS: 1 3. BRIDGE & THOROUGHFARE FEE ADTS/UNITS: 4. FACILITIES MANAGEMENT FEE ADTS/UNITS: 5. SEWER FEE EDU's 1.00 BENEFIT AREA: NA EDU's I X 6. DRAINAGE FEES: B PLDA: ACRES: .18 | X 7. POTABLE WATER FEES: UNITS CODE CONN. FEE WM 11-25 X FEE/ADT: 2,750 • DIST#1 X FEE/ADT: ZONE: 1 X FEE/SQ.FT./UNIT: X FEE/EDU: 1.096 FEE/EDU: •HIGH FEE/AC: 3.797 =$ NA =$ 2,750 • DIST.#2 =$ NA =$ NA =$ 1,096 • DIST.#3 / MED METER FEE =$ NA UM i !LOW =$ 683.46 SDCWA FEE RECEIVED CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: c3c^ c!WtL^ PROJECT \Dj^£_J^m$iC DATE: / . « 0 6 201 GRADING PERMIT NO. |2'/Q REQUESTED FOR RELEASE: (2^rA<e ay\)^^QO<>yC f^^S. NOT APPLICABLE 0 LOTS N/A = NOT APPLICABLE = COMPLETE 1st 2nd. r 1. Site access to requested lots adequate and logically grouped 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 5. 8!4" X 11" site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases). 7. EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. 8. Geologic engineer's letter if unusual geologic or subsurface conditions exist. 9. Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. 10. Letter from EOW that TCBMP's are installed. Partial release of grading for the above stated lots is approved for the purpose of building /^penmit issuance. Issuance of building pemiits is still subject to all normal City requirements required pursuant to the building pennit process. Partial release of the site is denied for the follovwng reasons: Date ConstrudioiFrManager Date ' K ifiLe MASTEmf omovPAinsrrE FRM IIOC PC Box 1698 Corlsbod, CA 92018 May 30, 2012 Jay Jordan Pubiic Works Inspector City ofCarlsbad 5950 El Camino Real Carlsbad, CA 92008 Subject: Finallnspection: MINOR Grading Permit # 1200i 0 Dear IVIr. Jordan, Piease be advised that Scott Guendert Construction Inc.. General Contractor, and Robert and Margaret Barelmann, owner, are notifying you that the grading for the subject permit has been completed per plan. Therefore, we are requesting a final inspection. Attached hereto please find thc referenced paperwork for your review. Sincerely yours, Robert Barelmann Maraaret Barelmann 'A'/ 760-497-7777 Bcp9@roadrunnor.con Michael J. Curren Licensed Land Surveyor 2965-3F Mission Blvd. San Diego, CA 92109 858/488-0782 Fax 858/488-2949 June 1,2012 City of Carlsbad Engineering Public Works 5950 El Camino Real Carlsbad, CA 92008\ RE: BARELMAN RESIDENCE lfo JUNIPER AVENUE (GRADING PERMIT NO. 120010) Dear Sir or Madam: On May 29, 2012,1 made an elevation check survey at the above-mentioned property. I found the pad grade elevations to be within 0.1 foot of plan grades (see Exhibit A). Sincerely Michael J. Cu mn Licensed LancLSurveyor No. 3168 LOT I, &LOCK 2. MA.P 177 7 ^^^^ Cl. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Robert & Margaret Barelmann May 31,2012 P.O. Box 1698 Project No. 11-1106E7 Carlsbad, Califomia 92008 Subject: Report of Field Density Tests Proposed Single-Family Residence and Detached Garage/ Shop 150 Juniper Avenue Carlsbad, Califomia 92008 Reference: "Limited Geotechmcal Investigation, Proposed Single-Family Residence and Detached Garage, 150 Juniper Avenue, Carlsbad, Califomia 92008", Project No. 11-1106E7, Prepared by East County Soil Consultation and Engineering, Inc., Dated June 14,2011. Dear Mr. Barelmarm: This is to present the results of field densit>' tests performed on the building pad for the proposed single-family residence and detached garage/ shop at the subject site. In accordance with your request, in-place field density tests were performed in accordance with ASTM DI556 (Sand Cone Method). Grading was conducted on May 23 and 24, 2012 under the observation and testing of a representitive of East County Soil Consultation & Engineering Inc. The results of the field density tests are presented on Page T-1 imder "Table of Test Results". The laboratory determinations of the maximum dry densities and optimum moisture contents of the fill soils are set forth on Page L-l under "Laboratory Test Results". The approximate test locations are shown on Plate No. 1. Following clearing and gnibbing, i.e. the removal of vegetation, concrete waste and debris fi-om the removal of the existing structure, subgrade soils were overexcavated to a depth of approximately 2 to 3 feet below existing grade into the dense terrace deposits. The garage pad overexcavation was extended a minimum of 5 feet laterally beyond the perimeter footing. Prior to the placement of new fill, the bottom of the excavation was scarified to a depth of approximately 6 inches, moisture conditioned and compacted. ROBERT BARELMANN/JUNIPER A VENUE PROJECT NO. I l-l 106E7 On-site fill soils consisting of silty sand were placed in thin lifts, moisture conditioned around optimum and compacted in excess of 90 percent relative compaction. Compaction was achieved with the use of a John Deere 200C trakhoe and rubber-tire skip loader. Based on our field observations and density test results, it is our opinion that the grading operation for the proposed single-family residence and detached garage/ shop was performed in accordance with the referenced geotechnical report and local grading ordinances. If we can be of fiirther assistance, please do not hesitate to contact our office. Pages T-l, L-l and Plate No. 1 are attached. Respectfully Submitted, Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD/md ROBERT BARELMANN/JUNIPER A VENUE PROJECT NO. U-I 106E7 PAGE T-l TABLE OF TEST RESULTS ASTM D1556 MAXIMUM DEPTH FIELD DRY DRY FEST SOIL OF FILL MOISTURE DENSITY DENSITY PERCENT NO. TYPE IN FEET %DRY WT. P.C.F. P.C.F COMPACTION I 1 2 7.3 112.3 122.0 92 2 1 1.5 7.4 115.7 122.0 95 2 3FG 10.5 121.9 130.0 94 4 2 4FG 10.7 125..0 130.0 96 5 2 2 9.2 120.1 130.0 92 6 2 4FG 9.2 122.3 130.0 94 REMARKS FG = FINISH GRADE ROBERT BARELMANN/JUNIPER A VENUE PROJECT NO. U-l I06E7 PAGE L-l LABORATORY TEST RESULTS RESULTS OF MAXIMUM DENSITY AND OPTIMUM MOISTURE The maximum dry densities and optimum moisture contents of the fill materials as detennined by ASTM D1557, Procedures A and B which use 25 blows ofa 10-pound slide hammer falling fi-om a height of 18 inches on each of 5 equal layers in a 4-inch diameter 1/30 cubic foot compaction cylinder and E*rocedure C which uses 56 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6-inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows: SOIL TYPE/ PROCEDURE DESCRIPTION MAXIMUM DRY DENSITY LB/CU. FT. OPTIMUM MOISTURE CONTENT % DRY WT. 1/A 2/A REDDISH BROWN SELTY SAND DARK BROWN SILTY SAND 122.0 130.0 9.4 8.6 / EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD , SUHE 1. SANTEE. CA 92071 (619)258-7901 Fax (619) 25X-7902 STORM WATER COMPLIANCE FORM Development Services Land Development Engineering 1635 Faraday Avenue ?• CITY OF f! era A ir^ TIER 1 CONSTRUCTION SWPPP Development Services Land Development Engineering 1635 Faraday Avenue ?• CITY OF f! era A ir^ E-29 760-602-2750 CAR LSBAD E-29 www.carlsbadca.gov STORM WATER COMPLIANCE CERTIFICATE My project is not In a category of permit types exempt from the Constmction SWPPP requirements My project is not located Inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) ^ My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15 16 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 following criteria • located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or, • disturijed area is located on a slope with a grade at or exceeding 5 honzontal 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 • constmction 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 CARLSBAD STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL 3 THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%) SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL, 5 ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6 ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED SPECIAL NOTES PROJECT INFORMATION Site Address- ^UCH^C^ Assessor's Parcel Number ProjectID '^U^/^Q^^^ g Constmction Permit No • Estimated Constmction Start Date Project Duration ______ Months Emergency Contact. Name'^TT CrU€^CAA^ 24 hour Phone' Perceived Threat to Storm Water Quality (Zl Medium Low if medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed stmctural BMPs For City Use Only CITVtJf CARLSBAD STANjDARO TIER 1 SWPPP 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 1 Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Benn Street Sweeping and Vacuuming Sandbag Barrier Stomn Drain Inlet Protection Stabilized Construction Ingress/Egress stabilized Construction Roadway Water Consen/ation Practices Paving and Gnnding Ooerations Potable Water/lrngation Vehicle and Equipment Cleanino Matenal Delivery and Storaae Matenal Use Stockpile Management Spill Prevention and Control Solid Waste Manaaement Hazardous Waste Manaaement Concrete Waste Manaaement 1 -i CASQA Designation Construction Activity EC-7 EC-8 EC-9 EC-11 UJ 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 1 X Grading/Soil Disturbance X X. X Trenching/Excavation X >< X X Stockpiling Dnliing/Bonng Concrete/Asphalt Saw cutting Concrete flatwork X X X >< X Paving Conduit/Pipe Installation Stucco/Mortar Work X >< X X >^ X Waste Disposal .X V. X X Staging/Lay Down Area >; X X X X X Equipment Maintenance and Fueling X Hazardous Substance Use/Storage X X X Dewatenng Site Access Across Dirt Other (list) Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Instructions' Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction Add any other activity descnptions in the blank activity descnption boxes provided for that purpose and place a check in the box immediately to the left ofthe added activity description For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form Then place an X in the box at the piace where the activity row intersects with the BMP column Do this for each activity that was checked off and for each of the selected BMPs selected from the list For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt" Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet As another example say the project included a stockpile that you intend to cover with a plastic sheet Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs Then piace an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column To learn more about what each BMP descnption means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropnate Best Management Practice measures The reference also explains the California Stonnwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project E-29 Page 2 of 3 REV 4/30/10 ^ CITY OF CARLSBAI STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov am applying to the City of Carlsbad for the following type(s) of construction permit: 4L Building Permit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: 1/ Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because It meets the "no threat" assessment cntena on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level My project does not meet any of the High, Moderate or Low Threat criteria descnbed below Tier 2 • • r/er3 • • Low Threat Assessment Cnteria My project does not meet any ofthe Significant or Moderate Threat cntena, is not an exempt permit type (See list above) and the project meets one or more ofthe following cntena • Results in some soil disturbance, and/or • includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat assessment Cntena described below and meets one or more of the following cnteria • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15 16 ofthe Carlsbad Municipal Code), or, • Project will result in 2,500 squaie 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 cntena • 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 dram 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 Apnl 30) Significant Threat Assessment Criteria My project includes deanng, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas' and/or My project is part of a phased deveiopment pian that will cumulatively result m soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas or, My project is located inside or within 200 feet of an environmentaiiy sensitive area (see City ESA Proximity map) and has a significant potential for contnbuting poilutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) / certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation ofa construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 ofthe Carlsbad Municipal Code and to City Standards. 'The City Engineer may authonze minor vanances from the Storm Water Threat Assessment Cntena in special circumstances where it can be shown that a lesser or higher Constaiction SWPPP Tier Level is warranted Assessor Parcel No ^ Prqject ID. y~ B-24 Page 1 of 1 Rev 03/09 ' CITY OF CARLSBA CONSTRUCTION THREAT ASSESSMENT WORKSHEET FOR DETERMINATION OF PROJECT'S PERCEIVED THREAT TO STORM WATER QUALITY E-33 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca gov Construction SWPPP Tier Level Construction Threat Assessment Criteria* Perceived Tlireat to Storm Water Quality Tier 3 Tier 3 - Hiqh Construction Threat Assessment Cntena High Tier 3 • Project site is 50 acres or more and grading will occur dunng the rainy season • Project site is 1 acre or more in size and Is located within the Buena Vista or Agua Hedionda Lagoon waterstied, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site IS moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0 4) • Site slope IS 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30) • Owner/contractor received a Storm Water Notice of Violation within past two years High Tier 3 Tier 3 - Medium Construction Threat Assessment Cntena • All projects not meeting Tier 3 High Construction Threat Assessment Cntena Medium Tier 2 Tier 2 Hiqh Construction Threat Assessment Critena • Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0 4) ^3 Site slope is 5 to 1 or steeper Construction is initiated dunng the rainy season or will extend into the rainy season (Oct 1 ^ through Apnl 30) • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance High Tier 2 Tier 2 - Medium Construction Threat Assessment Criteria • All projects not meeting Tier 2 High Construction Threat Assessment Criteria Medium Tier1 Tier 1 - Medium Inspection Threat Assessment Criteria • Project IS located within the Buena Vista or Agua Hedionda Lagoon watershed, within or directly adjacent to an environmentally sensitive area (ESA) or discharges directly to an ESA • Soil at site IS moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0 4) • Site slope is 5 to 1 or steeper • Construction is initiated during the rainy season or will extend into the rainy season (Oct 1 through Apnl 30) • Owner/contractor received a Storm Water Notice of Violation within past two years • Site results in one half acre or more of soil disturbance Medium Tier1 Tier 1 - Low Insoection Threat Assessment Critena • All projects not meeting Tier 1 Medium Construction Threat Assessment Criteria Low Exempt - Not Applicable -Exempt *The city engineer may authorize minor vanances from the construction threat assessment criteria in special circumstances where it can be shown that a lesser or higher amount of storm water compliance inspection is warranted in the opinion of the city engineer E-33 Page 1 of 1 REV 4/30/10 ^ STORMWATER vf¥*^> STANDARDS Development Services V^Wr UMKUJ> Land Development Engineering ^ CITY OF QUESTIONNAIRE I635 Faraday Avenue CARLSBAD E-34 760-602-2750 www.carlsbadca gov INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject additional criteria called 'Priority Development Project Requirements' Many aspects of project site design are dependent upon the storm water standards applied to a project Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by the applicant, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seel< assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Project Threat Assessment Form to address construction aspects of the project Please answer the questions below, follow the instructions and sign the form at the end 1. Is your project a significant redevelopment? DEFINITION: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site. Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling, replacement of an impen/ious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impen/ious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. If your project IS NOT considered significant redevelopment, then please proceed to Section 1. E-34 Pagel of3 REV4/30/10 STORM WATER Development Services Land Development Engineering ^ CITY OF STANDARDS Development Services Land Development Engineering ^ CITY OF QUESTIONNAIRE 1635 Faraday Avenue CARLSBAD E-34 760-602-2750 www carlsbadca gov SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria: YES NO 1. Housina subdivisions of 10 or more dwellinp units. Examples sinqle familv homes, multi-familv homes, condominium and apartments X 2. Commercial - qreater than 1-acre Any development other than heavv industrv or residential Examples' hospitals, laboratories and other medical facilities, educational institutions, recreational facilities, municipal facilities, commercial nursenes, multi-apartment buildings, car wash facilities, mini-malls and other business complexes, shopping malls, hotels, office buildings; public warehouses, automotive dealerships; airfields, and other light industnal facilities )( 3. Heavv Industrial / Industrv- Qreater than 1 acre Examples manufacturinq plants, food processinq plants, metal working facilities, pnnting plants, and fleet storage areas (bus, truck, etc ) X 4 Automotive repair shop. A facility cateqorized in any one of Standard Industnal Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539 A 5 Restaurants Any facility that sells prepared foods and dnnks for consumption, includinq stationarv lunch counters and refreshment stands selling prepared foods and dnnks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numenc sizing cntena requirements and hydromodification requirements X 6. Hillside development Anv development that creates 5,000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or greater X 7. Environmentallv Sensitive Area (ESA)^ All development located within or directly adiacent^ to or discharqinq directly"* to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site to 10% or more of its naturally occurnng condition K 8. Parkinq lot Area of 5,000 square feet or more, or with 15 or more parkinq spaces, and potentially exposed to urban runoff yL 9 Streets, roads, hiqhwavs, and freewavs. Anv oaved surface that is 5,000 square feet or qreater used for the transportation of automobiles, trucks, motorcycles, and other vehicles •>< 10. Retail Gasoline Outlets. Servinq more than 100 vehicles per dav and qreater than 5,000 square feet y 11. Coastal Development Zone Anv oroiect located within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10% 12 More than 1-acre of disturbance Proiect results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project''. X 1 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies, areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego, and any other equivalent environmentally sensitive areas which have been identified by the Copermittees 2 "Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels In general, these include all projects that contnbute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers and pesticides In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestnan or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces Section 1 Results: If you answered YES to ANY of the questions above your project is subject to Priorit\f Development Project requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Sechon 3 A Storm V\/ater Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements ' box in Section 3 E-34 Page 2 of 3 REV 4/30/10 . 41b.' c T Y OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca gov SECTION 2 SIGNIFICANT REDEVELOPMENT Complete the questions below regarding your redevelopment project: YES NO 1. Project results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Proiect (see definition in Section 1) If you answered NO, please proceed to question 2. If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below 2. Is the project redeveloping an existing pnority project type"? (Pnonty projects are defined in Section 1) If you answered YES, please proceed to question 3 If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS Please check the "does not meet PDP requirements" box in Section 3 below. 3. Is the project solely limited to just one of the following a. Trenching and resurfacing associated with utility work"? b Resurfacing and reconfigunng existing surface parking lots'? c New sidewalk construction, pedestnan ramps, or bike lane on public and/or private existing roads'? d Replacement of existing damaged pavement"? If you answered NO to ALL of the questions, then proceed to question 4. If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements" box in Section 3 below Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet ofthe Pacific Ocean and (1)create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on the property by more than 10%*? If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS Please check the "does not meet PDP requirements" box in Section 3 below SECTION 3 Questionnaire Results: My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater cntena per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. Applicant Information and Signature Box his Box for City Use Only Address — A Assessor's Parcel Number(s) 2c^4 -2.3 2^-0 7-00 rAppljcant Name' > Applicant Title cfiojijei^ Apnlicaaf JSignatureiF^ / / Date. 1 / L City c/nci irrence vfes NO / / / Date /a7/// Project ID abhi _9 4^ E-34 Page 3 of 3 REV 4/30/10 - ri ^ Q) 0) 03 tCO I (0 OOO 1^ PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST - 2^° Plan Check ^ Plan Check No CB112461 Planner Dan Halverson Address 150 Juniper Avenue Phone (760) 602- 4631 APN. 204-232-07-00 Type of Project & Use. SFR Net Project Density: 7.14 DU/AC Zoning R-3 General Plan. RH Facilities Management Zone. 1_ CFD (in/out) #_Date of participation: Remaining net dev acres'_ Circle One (For non-residential development: Type of land used created by this permit ) Legend: |^ Item Complete Q Item Incomplete - Needs your action Environmental Review Required: YES |EI NO • TYPE Exemption DATE OF COMPLETION 10/06/11 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES |EI NO • TYPE CDP APPROVAL/RESO. NO 6815 DATE 10/05/11 PROJECT NO. CDP 11-15 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval No 6 & 14 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES ]E1 NO Q CA Coastal Commission Authority? YES D NO M 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): required Habitat Management Plan Data Entry Completed? YES • NO ^ If property has Habitat Type identified in Table 11 of h'IMP, 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 |E1 NO O (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry (A/P/Ds, Activity Enter Fee, UPDATEi) Completed? YE^\^vJiJp • ^/lt>l Dtivitv Maintenance, enter CB#, toolbar , Screens, Housing Fees, Construct Housing Y/N, 'B§vf N Housing Tracking Form (form P-20) completed: Y^J,^0 ^ N/A • Rev 6/11 Site Plan: 3^ Provide a fully dimensional site plan drawn to scale Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, nght-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES • NO ^ ^ 2 Project complies: YES IE! NOn Zoning: 1. Setbacks: Front: Intenor Side: Street Side. Rear: Top of slope. Required 20' min. Shown 211 Required 5' min. Shown 5' & 11' Required Shown Required 10 mm. Shown 59' Required Shown 2 Accessory structure setbacks Front: Interior Side: Street Side: Rear: Structure separation: Required 20' mm. Required 5' min. Required Required 10' min Required 10' min. Shown 100'+ Shown 5; Shown Shown 101 Shown 29' 3. Lot Coverage: 4. Height: 5. Parking: Reauired 60% Shown 37.5% Required 24' flat roof Shown 22' Spaces Required 2 Shown 2_ Additional Comments Conditions of aoprovaKneed to be satisfied pnor to issuance of buildinq permits Specificallv conditions no^6^ncy4/^ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUT Rev 6/11 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO . CALCULATED BY- CHECKED BY SCALE OF. DATE- DATE- ^'9 f?-^ 1-9 . . -7.6 6o-o f^f T ^- /^)gr. 1/1/ZHAO'S*: fl-^lA/OOP '2.p CBIL Ms 6 to 3. o INT. -25 ^^SHllC LoAi/S'. t\^e 1-0^ 5 = fQ^ fo.^'Sj.^'O Title Block Une 1 You can ctianges this area using ttie "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Une 6 Title: Barelmann Residence Dsgnr RDS Project Desc: New single family house Project Notes: Job# 11-044 Pnnted 25 JUL 2011 814AM "File c \Da umenls'ahd'S ettms|s\Bob\Myippair Terils\E^JER(^QDfe.5I^V11-04^'tiaflri«nUw ENEI?tei:CfNte|l%20llBail^^^^ ILic.#: KW-06008266 Li(tensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption: Roof Rafter Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method' Allowable Stress Design Fb-Tension 1000 psi £, Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb-Compr 1000 psi Ebend-xx 1700 ksi Fc-Pril 1500 psi Eminbend-xx 620 ksi Wood Species : Douglas Fir - Larch Fc-Perp 625 psi Wood Grade • No 1 Fv 180 psi Ft 675 psi Density 32 21 pcf Beam Bracing • Beam is Fully Braced against lateral-torsion buckling Density 32 21 pcf D(0 02128) Lr(0.0266) 2x10 Span = 16.0 ft Applied Loads ; Unifomn Load - D = 00160, Lr = 0.020 ksf, DESIGN SUMMARY: ^ Maximum Bending Stress Ratio = Section used for this span fb. Actual = FB. Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L'<-Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered Load Factors will be applied for calculations Tributary Width = 1.330 ft 0.781: 1 2x10 859 53psi 1,100.00 psi +0-4.r+H 8.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv • Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs 0 235 in Ratio = oooo in Ratio: 0 423 in Ratio = 0 000 in Ratio = 816 O<360 453 0<180 Design OK 0.209 : 1 2x10 37.68 psi 180.00 psi +D+Lr+H 15.280 ft Span # 1 Maxihiuin:Forces & Stresses:for:Load:Combinations Load Combinaton Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V ^ p/y _ Cr_ J^t _ Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +U Length = 16 Oft 1 0 347 0093 1000 1 100 1.000 1000 1000 0.68 382 01 1,100.00 0.15 16.75 18000 +0-H.r+H 1 100 1000 1.000 1000 Length = 16.0 ft 1 0 781 0 209 1000 1.100 1.000 1000 1000 153 859 53 1,10000 0 35 37 68 180 00 +0+0 750Lr-K) 750L+fl 1.100 1.000 1000 1000 Length = 16 0 ft 1 0 673 0180 1000 1 100 1000 1000 1000 132 74015 1,100.00 0.30 32 45 18000 +O+O.750Lr+O 750L+0.750W+H 1 100 1000 1000 1000 1,100.00 Length = 16 Oft 1 0 673 0180 1000 1 100 1000 1000 1000 132 74015 1,100 00 0 30 32 45 18000 +0+0 750Lr+0 750L+0 5250E+H 1 100 1000 1.000 1000 Length = 16.0 ft 1 0 673 0180 1.000 1,100 1.000 1000 1000 1.32 74015 1,10000 0.30 32.45 180.00 Overall Maximum Deflections • Unfactored Loads Load Combination D+t.r Span Max "-" Defl 1 0 4231 Location in Span 8 080 Load Combination Max "+" Defl Location in Span OOOOO . OOOO Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Une 6 Title: Barelmann Residence Dsgnr; RDS Project Desc: New single family house Project Notes; Job# 11-044 Pnnted 26 JUL 2011 8 IWwl 3dcumerits\ENER<^C Data EtlM\11j044baBliTiahXiunipef.ec6Si \ ?#;-;feN|RCALC;#|i9^M^^^^ 1 Lie. # : KW-06008266 Licensee SOWARDS AND BROWN ENGINEEIRNG INC Descnption: Roof Rafter Vertical Reactions- Unfactored Support notaton. Far left ci #1 Values in KIPS Load Combinaton Support 1 Support 2 Overall MAXimum DOnly LrOnly D+t-r 0.383 0170 0 213 0 383 0.383 0170 0 213 0 383 (2-(p TDp IIV 4 //S.I A TL> -1 1 - — A.. liO-si l^-.'-i. Title Blxk Une 1 Title' Barelmann Residence Job# 11-044 / You can changes this area using the "Settings" menu item Dsgnr: RDS V, Project Desc: New single family house and then using the "Printing & Title Block" selection. Project Notes. Title Block Une 6 Pnnted 25 JUL 2011 8 32AM c:\DdcdmS)fea)d Seffi%s\Bbt)\lify; iMih^ 1 Lie. # : KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description. Roof Rafter 2 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc-PrtI Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade Douglas Fir - Larch , No 1 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi E: Modulus of Elasticity Ebend-xx 1700ksi Eminbend-XX 620ksi Density 32.21 pcf D(0.021328) Lr(0.02666) 2x10 Span = 14.0 ft AppliedLoads Service loads entered Load Factors will be applied for calculations Uniform Load - D = 0.0160, Lr = 0020 ksf. Tributary Width = 1 333 ft ; Dis/GNisi/M^ . _ Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.60Q 1 Maximum Stiear Stress Ratio 2x10 Section used for ttiis span 659.56 psi fv . Actual 1,100 OOpsi Fv Allowable +D+Lr+H Load Combination 7 000ft Location of maximum on span Span # 1 Span # where maximum occurs 0 138 in Ratio = 1216 0 000 in Ratio = 0 <360 0 249 in Ratio = 675 0 000 in Ratio = 0 <180 Design OK 0.180 : 1 2x10 32.32 psi 180 00 psi +0+Lr+H 13 230 ft Span # 1 <;Maximtilin)^bri^^^^ Load Combinaton Max Stess Ratos Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd ^_F/y _ pm Mactial ft)-design Fb-allow Vactual fv-design Fv-allow +0 Length = 14 Oft 1 0 266 0080 1000 1100 1000 1.000 1000 0 52 293.14 1,100 00 0.13 14 36 180 00 +0+t.r+H 1 100 1.000 1000 1000 Length = 14 Oft 1 0600 0180 1000 1 100 1000 1000 1.000 1 18 659 56 1,100 00 0.30 32.32 180.00 +O+0.750Lr+0 750L+H 1.100 1000 1.000 1000 Length = 14.0 ft 1 0.516 0155 1000 1.100 1000 1000 1.000 101 567.96 1,100.00 026 27 83 180 00 +O+0.750Lr+0.750L+O.750W+« 1100 1.000 1000 1000 Length = 14 Oft 1 0 516 0.155 1000 1 100 1000 1000 1.000 1.01 567 96 1,100 00 0 26 27 83 18000 +O+0 750Lr+O 750L+O 5250E+H 1 too 1000 1.000 1.000 Length = 14 Oft 1 0 516 0155 1000 1 100 1000 1000 1.000 101 567 96 1,100 00 0 26 27 83 180 00 Overall Maximum Deflections - Unfactored Loads Load Combination • b+Lr Span Max."-" Defl Location in Span 1 0 2486 7 070 Load Combinaton Max "+" Defl OOOOO Locaton in Span oood" Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Une 6 Title: Barelmann Residence Dsgnr RDS Project Desc: New single family house Project Notes' Job# 11-044 Pnnted 25 JUL 2011 832Af/ ii9ift^#'S;fj|^:;iiig|i /'i,v;|s,;File. c^Dowmehb^and Sfiffings\B6b\My^l &jirtentsttNERCAt:Ct&S.|gi«fl1?044&relm^^ ^|-lEiEf^l%|i8*i%y&if!$<^^ 1 Lie. #: KW-06008266 Licensee SOWARDS AND BROWN ENGINEEIRNG INC Description. Roof Rafter 2 VerticalReactions - Unfactored Support notaton Far left is. #1 Values in KIPS Load Combinaton Support 1 Support 2 Overall MAXimum DOnly Lr Only D+Lr 0 336 0.149 0187 0 336 0.336 0.149 0187 0 336 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Block" selection Title Block Une 6 Title: Barelmann Residence Dsgnr RDS Project Desc: New single family house Project Notes. Job# 11-044 Pnnted 25 JUL 2011, 8 37AM ';*File"c'\D(x;Umwts"^^^^ Lie. # : KW-06008266 Description: Roof Rafter 3 MaterialJ'roperties Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wood Species Wood Grade Beam Bracing Douglas Fir - Larch No.l Fb • Tension 1000 psi £; Modulus of Elasticity Fb • Compr 1000 psi Ebend- xx 1700 ksi Fc-Pril 1500 psi Eminbend - xx 620ksi Fc Perp 625 psi Fv 180 psi Ft 675 psi Density 32 21 pcf D(0 021328) Lr(0 02666) p(0 021328)^Lr(0 02666) 2x6 2x6 Span = 3 0 ft Applied Loads Load for Span Number 1 Uniform Load D = 00160, Lr = 0 020 ksf. Load for Span Number 2 Unifonn Load: D = 00160, Lr = 0020 ksf, DESIGN sumARy:.. ^; :: ^ Maximum Bending Stress Ratio = Section used for this span fb Actual = FB. Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflecfion Max Downward Total Deflection Max Upward Total Deflection fributary Width = 1 333 ft Tributary Width = 1.333 ft 0.264 1 2x6 342.66 psi 1,300.00psi +0+Lr+H 3 000ft Span # 1 Span = 2 30 ft Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv. Allowable Load Combination Location of maximum on span Span # where maximum occurs 0 025 in Ratio •- -0 002 in Ratio = 0 045 in Ratio = -0 003 in Ratio • 2906 17611 1614 9784 0.129 : 1 2x6 23 25 psi 180.00 psi +0+ir+H 3 000 ft Span # 1 Maximum Forces &''Stresses.for:Load'C6mbiha^^^ Load Combination Max Stress Ratos Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cp/V _ Cr. C rn^ MacUial ftHlesign Fb-allow Vactual fv-design Fv-allow +0 Lengtti = 3.0 ft 1 0117 0 057 1.000 1300 1.000 1000 1.000 -010 152 29 1,300.00 006 10 33 180.00 Lengtti = 2 30 ft 2 0.117 0.057 1.000 1.300 1000 1.000 1000 -010 152.29 1,300.00 0.06 10.33 180 00 +0+Lr+H 1300 1000 1.000 1000 Lengtti = 3 0 ft 1 0 264 0129 1.000 1300 1000 1 000 1000 .0 22 342 66 1,30000 013 23 25 180 00 Lengtti = 2 30 ft 2 0.264 0129 1.000 1300 1000 1000 1000 -0.22 342 66 1,300 00 013 23 25 180.00 +O+0 750Lr+0 750L+fl 1300 1000 1000 1.000 Lengtti = 3 Oft 1 0 227 011! 1000 1300 1000 1000 1000 -019 29507 1,30000 0.11 20.02 180.00 Lengtti = 2 30 ft 2 0.227 0111 1.000 1300 1000 1000 1000 -019 295.07 1,300 00 Oil 20 02 180 00 +O+0 750Lr+O 750L+O 750W+fl 1.300 1000 1000 1 000 Lengtti = 3 0 ft 1 0.227 0111 1000 1300 1000 1.000 1000 -019 295.07 1,30000 011 20 02 180 00 Lengtti = 2 30 ft 2 0 227 0111 1.000 1300 1000 1 000 1000 -019 295 07 1,30000 0.11 20 02 180 00 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selection. Title Blxk Une 6 Title Barelmann Residence Dsgnr RDS Projxt Desc • New single family house Projxt Notes. Job# 11-044 Pnnted 25 JUL 2011. 8 37AM Lie. # : KW-06008266 Description Roof Rafter 3 Litensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combination Segment Lengtti Span# Max Stress Ratios "M V" Summary of Moment Values Cp/V ' m Mactual ft)-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow +0+0 750Lr+O.750L-K) 5250E+tH Lengtti = 30ft 1 0227 0.111 1 000 Lengtti = 2 30 ft 2 0.227 0111 1.000 ;OverairMaximum Deflections • Unfactored Loads 1 300 1 000 1000 1.000 1 300 1 000 1 000 1.000 -019 295 07 1,30000 0.11 20 02 180 00 1 300 1 000 1.000 1 000 -019 295 07 1,30000 011 2002 180.00 Load Combination Span Max "-"Defl Location in Span Load Combination Max "+" Defl Location in Span D+Lr Vertical Reactions - Unfactored 0.0446 OOOOO OOOO 0.000 D+Lr Support notaton Far left is #1 OOOOO -0.0028 Values in KIPS OOOO 0 920 Load Combinaton OviialT MAXimum DOnly LrOnly D+Lr Support 1 Support 2 "0 293' 0130 0163 0 293 Supports -O"039 -0017 -0022 -0039 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection Title Blxk Une 6 Title; Barelmann Residence Dsgnr' RDS Project Desc • New single family house Pnnted 2 OCT 2011 10 36AM Wood Beam Lie. #: KW-06008266 Description . Eyebrow @ Gnd 11 Material Properties Projxt Notes: IDocumoniiln^^ t|i|MfiNSj|#J|iiSyii#if Liebnsee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wxd Spxies Wxd Grade : Douglas Fir • :No.1 Larch Beam Bracing . Beam is Fully Braced against lateral-torsion buckling Fb Tension 1000 psi E. Modulus of Elasticity Fb Compr 1000 psi Ebend- xx 1700 ksi Fc-Pril 1500 psi Eminbend-xx 620ksi Fc-Perp 625 psi Fv 180 psi Ft 675 psi Density 32 21 pcf D(0 04) Lr(0 05) D(0 04) U(0 05) 5 50 X 3 50 5.50 X 3.50 Span = 2 0 ft 'Applied LoadS; Span = 4.0 ft Service loads entered Load Factors will be applied for calculations Load for Span Number 1 Uniform Load. D = 00160, Lr = 0.020 ksf. Load for Span Number 2 Unifomn Load: D = 0.0160, Lr = 0.020 ksf. Maximum Bending Stress Ratio = Section used for this span fb Actual = FB. Allowable Load Combination Location of maximum on span = Span # where maximum oxurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Tributary Width = 2.50 ft Tributary Width = 2.50 ft 0.513 1 5.50 X 3.50 769.42psi 1,500 OOpsi +0+Lr+fl 2 000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum oxurs 0.134 in Ratio = -0 005 in Ratio = 0 241 in Ratio = -0.009 in Ratio = 716 4964 396 2758 Design OK 0.195 : 1 5.50 X 3.50 35.06 psi 180.00 psi +0+ir+H 2 000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinaton Max Stess Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V Cd Cp/V Cr Cm Ct Macbjal ftHlesign Fb-allow VacUial fv-design -v-atow +0 Lengtti = 20ft 1 0228 0.087 1.000 1.500 1.000 1.000 1.000 -0.32 341.97 1,50000 0 20 15.58 180 00 Lengtti = 40ft 2 0228 0.087 1.000 1.500 1.000 1.000 1000 -0.32 34197 1,500.00 0.15 15 58 180.00 +0+Lr+H 1.500 1.000 1000 1000 Length = 20ft 1 0513 0 1915 1.000 1.500 1.000 1.000 1.000 -0.72 76942 1,50000 045 3506 18000 Lengtti = 4 Oft 2 0 513 0195 1000 1.500 1000 1000 1000 -0 72 769.42 1,50000 034 35.06 180.00 +O+0750Lr+0 750L+H 1500 1.000 1000 1000 Lengtti = 2 0 ft 1 0.442 0.168 1000 1500 1.000 1.000 1.000 -0.62 662 56 1,50000 0 39 3019 180 00 Lengtti = 4 Oft 2 0 442 0168 1000 1500 1000 1000 1000 -062 662 56 1,500 00 029 3019 180 00 +O+0.750Lr+0.750L+0 750W+H 1.500 1.000 1000 1000 Lengtti = 2.0 ft 1 0.442 0168 1.000 1.500 1000 1000 1000 -0.62 662 56 1,500.00 180.00 Lengtti = 40 ft 2 0.442 0168 1.000 1.500 1000 1.000 1000 -0 62 662 56 1,500 00 0.29 18000 £J0 esSBJ Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selection. Title Block Une 6 Title: Barelmann Residence Dsgnr; RDS Projxt Desc: New single family house Project Notes Job# 11-044 Pnnted 2 OCT 2011,10 36AM /oodB&m File C.\Oocument5 IKl Settin]s\Bob\My DocurSISiC^i^WSlUlSBiH f»1.tfflMI 1 Lie. # : KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description Eyebrow @ Gndl 1 Load Combinatton Max Stess Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span # M V Cd Cp/V C r Cn, Ct Mactual ft)-design Fb-allow Vactial fv-design Fv-allow +O+O.750Lr+0.750L+O 5250E+H 1.500 1 000 1,000 1000 Lengtti = 20ft 1 0.442 0.168 1000 1.500 1.000 1 000 1.000 -0 62 662 56 1,50000 039 30 19 18000 Lengtti = 40ft 2 0442 0168 1000 1.500 1 000 1 000 1000 -0.62 662.56 1,500.00 0 29 3019 180 00 OyeralI'Maxiiinum Deflectibhss^ Unfaitared LdiadS? Load Combinaton Span Max."-" Defl Locaton in Span Load Combinaton Max "+• Defl Location in Span 1 OOOOO 0.000 D+Lr -00087 1185 D+ir 2 0.2413 4 000 0.0000 1185 Vertical ^Seactibris - Unf IctbiieA ^ ; . -•" ; f. Support notaton' Far left is #1 Values in KIPS Load Combinaton Support 1 Support 2 Support 3 Overall MAXimum -0270 0 810 DOnly -0.120 0.360 LrOnly -0.150 0 450 D+Lr -0 270 0810 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection. Title; Barelmann Residence Dsgnr: RDS Projxt Desc. New smgle family house Project Notes: Job# 11-044 Pnnted 5 AUG 2011, 8 49AM jmente'anS &tefigs\BoblMi^OoSmAts\ENERCALC'DM i 1 Lie. #: KW-06008266 iLieensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption' Eyebrow extenton Material Properties Analysis Method' Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb-Tension 1000 psi Fb-Compr 1000 psi Fc-Pril 1500 psi Fc - Perp 625 psi Fv 180 psi Ft 675 psi Beam Bracing ' Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade Douglas Fir - Larch No.1 D(0 066) Lr(0 084) E: Modulus ofElasficify Ebend-xx 1700 ksi Eminbend-xx 620ksi Density 32.21 pcf 2x8 2x8 Applied Loadis Span = 3.0 ft Span = 2.0 ft Service loads entered Load Factors will be applied for calculations Load for Span Number 1 PointLoad D = 0.0660, Lr = 0.0840k@00ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB • Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.342 1 Maximum Shear Stress Ratio 2x8 Section used for this span 410 94psi fv. Actual 1,200 OOpsi Fv . Allowable +0+Lr+H Load Combination 3 000ft Lxation of maximum on span Span # 1 Span # where maximum occurs 0 027 in Ratio = 2668 -0 001 in Ratio = 17051 0 048 in Ratio = 1494 -0 003 in Ratio = 9549 Design OK 0.172 • 1 2x8 31.03 psi 180.00 psi +0+Lr+H 3 000 ft Span # 1 MaxiniumForces & Stresses^fpr.Load Combinations Load Combination Max Sfress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V ,._Cd CFA/ _ Cr_ Cm. . Ct._. Mactual fixJesign Fb-allow Vactual fv-design Fv-allow +D Length = 3 0 ft 1 0151 0 076 1000 1 200 1000 1000 1000 -0 20 180.81 1,200.00 010 13 66 180.00 Lengtti = 2 Oft 2 0151 0 076 1.000 1.200 1000 1.000 1000 -0 20 180,81 1,200.00 010 1366 18000 +0+Lr+H 1200 1000 1000 1000 Lengtti = 3.0 ft 1 0.342 0172 1000 1200 1000 1000 1000 -0 45 410.94 1,200.00 0.23 3103 180 00 Lengtti = 2 0 ft 2 0342 0172 1.000 1200 1000 1000 1000 -0 45 410 94 1,200 00 0 23 31 03 180.00 +0+0 750Lr+O.750L+H 1 200 1 000 1 000 1 000 Lengtti = 3.0 ft 1 0295 0148 1000 1 200 1000 1000 1000 0 39 353 41 1,200 00 019 26 69 180 00 Lengtti = 20 ft 2 0 295 0148 1000 1 200 1.000 1.000 1000 0 39 353 41 1,200 00 019 2669 180 00 +0+0 750Lr+O 750L+0 750W+H 1200 1000 1000 1000 Length = 3 0 ft 1 0 295 0148 1000 1 200 1000 1000 1.000 -0 39 35341 1,20000 019 26 69 180 00 Lengtti = 20ft 2 0.295 0.148 1000 1 200 1000 1000 1000 •0 39 35341 1,200 00 019 26 69 180 00 +0+0 750Lr+0 750L-tO 5250E-+I 1200 1000 1000 1000 Lengtti = 3 Oft 1 0 295 0148 1.000 1 200 1000 1000 1000 -0 39 35341 1,20000 019 2669 180 00 Lengtti = 20 ft 2 0295 0148 1000 1200 1000 1000 1000 -0 39 35341 1,20000 019 2669 180 00 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title. Barelmann Residence Dsgnr: RDS Projxt Desc New single family house Projxt Notes' Job# 11-044 Pnnted 5 AUG 2011 849AM 4;^j??"te:*i#File:^-\ Dbcunlehts,aid:Settlhgs\Bob\My, 36Simenfs\ENERCALC.Dala FilesM ^fiM laiiimAn'juiiiper.efceHI ft7|#|i6yii7%l| 1 Lie. #: KW-06008266 Libensee SOWARDS AND BROWN ENGINEEIRNG INC Descnption Eyebrow extenton Overall Maximum Deflections - Unfactored Loads Load Combinaton Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location In Span D+Lr 1 2 0 0482 0.0000 OOOO OOOO D+Lr OOOOO -0 0025 OOOO 0 846 Vertical Reactions - Unfactored Support notaton. Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum DOnly LrOnly D+Lr 0 375 0165 0 210 0 375 -0.225 -0 099 •0126 -0 225 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Une 6 Title: Barelmann Residence Job# 11-044 Dsgnr. RDS Projxt Desc: New single family house Projxt Notes: Pnnted 24 JUL 2011 11 51AM ::£V3&um§nts1^^ttiiiflsfiob\MfDb^^ 1 Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC H Descnption RB # 1 Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb-Tension 2,900.0 psi Fb - Compr 2,900 0 psi Fc-Pril 2,900 Opsi Fc - Perp 750.0 psi Fv 290.0 psi Ft 2,025 Opsi Beam is Fully Braced against lateral-torsion buckling iLevel Truss Joist Parallam PSL 2.0E £. Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend-xx 1,016.54ksi Density 32.21 Opcf D(0 0496)^ Lr(0 062) D(0 05115^) Lr(0 062) 5.250 X 8.50 Span = 7.50 ft 5 250 X 8.50 Span = 10.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load. D = 00160, Lr = 0.020 ksf, Tributary Width Load for Span Number 2 Uniform Load D = 0 01650, Lr = 0.020 ksf, Extent = 0.0 -» 10 0 ft. DESIGNSUMMARY l Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable = Load Combination Location of maximum on span = Span # where maximum oxurs = Maximum Deflection Max Downward L+Lr+S Deflection 0 157 in Max Upward L+Lr+S Deflection -0 013 in Max Downward Total Deflection 0.307 in Max Upward Total Deflection -0.024 in = 310 ft 0.224 1 5.250 X 8.50 649 08 psi 2,900 OOpsi +D+ir+H 7 500ft Span # 1 Tributary Width = 3 10 ft Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum oxurs Ratio = Ratio = Ratio = Ratio = 1144 9459 586 4925 Design OK 0.101 : 1 5.250 X 8.50 29.32 psi 290 00 psi +0+ir+H 7 500 ft Span # 1 Maximum Forces & Stresses.for Load Cbmbmatidns Load Combination Max Sfress Ratios Summary of Moment Values Summaiy of Shear Values Segment Lengtti Span# M V .Cd ^ CpA/ Cr C m Ct Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +u Lengtti = 7 50 ft 1 0110 0 050 1.000 1000 1.000 1000 1.000 -1 68 318.08 2,900 00 0 43 14 48 29000 Lengtti = 10 Oft 2 0110 0 050 1000 1000 1000 1.000 1000 -1.68 318 08 2.900 00 0.43 14.48 290 00 +0+Lr+H 1000 1.000 1.000 1000 Lengtti = 7 50 ft 1 0 224 0101 1.000 1000 1000 1000 1.000 -3 42 649 08 2,900 00 0 87 29 32 290.00 Lengtti = 10 Oft 2 0 224 0101 1000 1000 1000 1000 1000 -3 42 649 08 2,90000 0.87 29.32 290.00 +O+0 750Lr+0 750L+H 1000 1.000 1000 1000 Length = 7 50 ft 1 0195 0 088 1000 1000 1000 1000 1000 -2 98 566 33 2,900 00 0 76 25.61 29000 Lengtti = 10 0 ft 2 0195 0 088 1000 1000 1000 1000 1 000 -2 98 566 33 2,900 00 0 76 25.61 290 00 +O+0 750Lr^K) 750L+O 750W+H 1000 1000 1000 1000 Lengtti = 7 50 ft 1 0195 0 088 1000 1000 1 000 1000 1000 -2 98 566 33 2,900 00 0 76 2561 290 00 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion. Title Blxk Une 6 Title: Barelmann Residenx Dsgnr: RDS Projxt Desc: New single family house Project Notes. Job# 11-044 Pnnted 24 JUL 2011 1151AM (5. Lie. # : KW-06008266 Description. RB#1 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combination Max Stress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span # M V Cd CpA/ Cr C m Ct Machial fb-design Fb-allow Vactual fv-design Fv-allow Length = 10.0 ft 2 0195 0 088 1000 1000 1000 1000 1.000 -298 566 33 2,900 00 0 76 25 61 290 00 +O+0.750Lr+0 750L+0.5250E++1 1000 1 000 1000 1000 Lengtti = 7 50 ft 1 0195 0088 1.000 1 000 1000 1.000 1000 -2.98 566 33 2,900.00 0 76 2561 290 00 Lengtti = 10 Oft 2 0195 0 088 1000 1000 1 000 1.000 1 000 -2 98 566.33 2,900.00 0 76 2561 290 00 Overall Maximum Deflections - Unfactored Loads Load Combinaton Span Max "-" Defl Locaton in Span Load Combinaton Max."+" Defl Locaton in Span D+Lr Vertical Reactions -.Unfactored 0.3066 OOOOO OOOO 0.000 D+Lr Support notaton: Far left is #1 OOOOO -0.0244 Values in KIPS OOOO 2.846 Load Combination Overall MAXimum DOnly LrOnly D+Lr Support 1 Support 2 ^ r869 0.920 0 949 1.869 Support 3 ~ 0.274 0138 0136 0 274 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Une 6 Title: Barelmann Residence Dsgnr' RDS Projxt Desc.. New single family house Project Notes. Job# 11-044 If Pnnted 24JUL20U. 1150AM Wood Beam Lie. # : KW-06008266 Description: RB# 2 Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wood Spxies Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2 OE Beam is Fully Braced against lateral-torsion buckling D(0 881) Lr(0 949) Fb-Tension 2,900.0 psi £ • Modulus of Elasticity Fb^ Compr 2,900 Opsi Ebend- xx 2,000 Oksi Fc-Pril 2,900.0 psi Eminbend - xx 1,016.54 ksi Fc-Perp 750 Opsi Fv 290.0 psi Ft 2,025 0 psi Density 32 21 Opcf D(0 032) Lr(0 04) D(0.032) Lr(0 04) 3 50 X 8 50 3 50 X 8 50 Span = 2 0 ft Applied Loads Load for Span Number 1 Point Load ' D = 0 8810, Lr = 0 9490 k @ 0 0 ft, (RB# 1) Unifonn Load D = 00160, Lr = 0 020ksf. Tributary Width = 20ft Load for Span Number 2 Unifonn Load D = 00160, Lr = 0 020 ksf. Tributary Width = 2,0 ft DESIGNSUMMARY ' _ T / • ' Maximum Bending Stress Ratio = 0.373 1 Section used for this span 3.50 X 8.50 fb-Actual = 1,083 1 Opsi FB Allowable = 2,900.00psi Load Combination +0+Lr+H Location of maximum on span = 2.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 4 0 ft Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv • Actual Fv Allowable Load Combination Lxation of maximum on span Span # where maximum oxurs 0 037 in -0 009 in 0.071 in -0 018 in Ratio = Ratio = Ratio = Ratio = 1294 5129 670 2655 Design OK 0.334 : 1 3.50 X 8.50 96 96 psi 290.00 psi +D+ir+H 1 292 ft Span # 1 Maximum Forces ^ Stresses for Load Cbmbihatiohs Load Combinaton Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V Cd CFA/ _ Cr_ Cm c t Mactial ft)-design Fb-allow Vactual fv-design Fv-allow +0 Lengtti = 2 0ft 1 0179 OlfiO 1,000 1000 1000 1.000 1000 -183 519 91 2,900.00 092 46 51 290.00 Lengtti = 40 ft 2 0179 0160 1.000 1000 1000 1.000 1000 -183 519.91 2,90000 0 50 46 51 290 00 +0+Lr+fl 1.000 1.000 1000 1.000 Lengtti = 2 0 ft 1 0 373 0 334 1.000 1.000 1.000 1.000 1000 -380 1,08310 2,900 00 192 9696 290 00 Lengtti = 4 Oft 2 0.373 0 334 1000 1.000 1000 1.000 1.000 -3.80 1,08310 2,900.00 104 96 96 290 00 +0+0 750Lr+0 750L++H 1.000 1 000 1 000 1000 Lengtti = 20 ft 1 0 325 0 291 1000 1.000 1000 1 000 1000 -3 31 942 30 2,900 00 167 84 35 290 00 Length = 4 Oft 2 0 325 0291 1000 1.000 1000 1000 1000 -3 31 942 30 2,900 00 0 91 84 35 290 00 +0+0 750Lr+O 750L^K) 750W+H 1.000 1000 1000 1000 Lengtti = 2 0 ft 1 0 325 0 291 1000 1,000 1 000 1000 1.000 -3,31 942 30 2,90000 1 67 84 35 290 00 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection. Title Blxk Une 6 Title: Barelmann Residence Dsgnr RDS Project Desc: New single family house Projxt Notes Job# 11-044 1? Pnnted 24 JUL 2011,11 50A^/ Wood Beam Lie. #: KW-06008266 Descnption; RB# 2 s-£lf)i'5\4 •%;>SY,S #1b'S?*#<KFile 'c.\l>j&'mCTts:aKl-Setbngs\Bob\My [)ocunienls\ENEReALC Da6 Fi|&\1iWp barelmainiuriipSf'^l-vk Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combination Segment Lengtti Span# Max Sfress Ratios M V Cd Cp/V ' m •t Summary of Moment Values Machjal fb-design Fb-allow Summary of Shear Values Vactial fv-design Fv-allow 0.325 0291 1000 Lengtti=40ft 2 +0+0 750Lr^iO 750L+O.5250E+H Lengtti = 20ft 1 0 325 0 291 1 000 Length = 4 Oft 2 0 325 0 291 1 000 Overall Maximum Deflections - Unfactored Loads 1000 1.000 1 000 1.000 1 000 1 000 1 000 1.000 1 000 1.000 1 000 1.000 1 000 1.000 1000 1.000 -3 31 94230 2,900 00 -3 31 -3 31 942 30 2,90000 942 30 2,900 00 0 91 84 35 290.00 1.67 84.35 290.00 0.91 84 35 29000 Load Combination Span Max "-"Defl LocatoninSpan Load Combination Max "+" Defl Location in Span D+Lr Vertical Rieactions - Unfactored 0 0715 OOOOO OOOO OOOO D+Lr Support notation: Far left is #1 OOOOO -00181 Values in KIPS OOOO 1692 Load Combination "OverainvWXirnum DOnly LrOnly D+Lr Support 1 Support 2 3 069 " 1466 1604 3 069 Support 3 ~^807" -0 392 -0 414 -0 807 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection. Title Blxk Line 6 Title • Barelmann Residence Dsgnr RDS Projxt Desc' New single family house Projxt Notes. Job# 11-044 Pnnted 5 AUG 2011 8 32AM 1(P neii^land Setllngs\Bob\My•D(^a^iI»nls\EN^^ i 'jgfe' t:---%f gj^l $|BiiR(^tC»INcfilBlltBuitfMlM^^^^^ 1 Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption. RB# 3 Material Properties Analysis Method . Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wxd Spxies Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2 OE Fb Tension 2,900.0 psi £.' Modulus ofElasficify Fb Compr 2,900 Opsi Ebend- xx 2,000.0 ksi Fc Pril 2,900 Opsi Eminbend - xx 1,016 54ksi Fc Perp 750 Opsi Fv 290 0 psi Ft 2,025 Opsi Density 32 210pcf 0(0.032) Lr(0 04) 5 250 X 8 50 Span = 2.0 ft 0(0 064) Lr(0.08) "T i i * 5 250 X 8 50 Span = 5.50 ff 0(0.064) Lr(0 08) i f f * 5 250 X 8 50 Span = 7 50 ft 5.250 X 8.50 Span = 5.50 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 00160, Load for Span Number 2 Uniform Load D = 0016O Load for Span Number 4 Uniform Load. D = 0.0160, Lr = 0 020 ksf, Tnbutary Width = 4 0 ft iDESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span # where maximum xcurs Maximum Deflection Max Downward L+Lr+S Deflection 0.077 in Max Upward L+Lr+S Deflection -0 012 in Max Downward Total Deflection 0.146 in Max Upward Total Deflection -0 022 in U = 0 020 ksf, Tnbutary Width = 2 0 ft U = 0,020 ksf, Tnbutarv Width = 4.0 ft 0.03Q 1 5.250 X 8.50 442.08 psi 14,790.00psi +D+ir+H 7 500ft Span #3 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Lxation of maximum on span Span # where maximum oxurs Ratio = 1708 Ratio = 7611 Ratio = 900 Ratio = 4115 Design OK 0.017 : 1 5.250 X 8.50 24 98 psi 1,479.00 psi +D+Lr+H 7,500 ft Span #3 Maximum.Forces &.Stre^£res fpr Load Combinations' Load Combination Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V Cd CpA/ Cf C rn Ct Mactial ft)-design Fb-allow Vactial ^-deslgn Fv-allow +u Lengtti = 20 ft 1 0 001 0005 1000 1000 1000 5100 1000 -008 15 94 14,790 00 0 20 6.79 1,47900 Lengtti = 6 50 ft 2 0 004 0 005 1000 1 000 1000 5100 1000 0 34 65 36 14,790 00 0 20 6 79 1,479 00 Lengtti = 7 50 ft 3 0 014 0 008 1 000 1 000 1000 5100 1000 -1 12 212 40 14,79000 0 36 12 00 1,47900 Lengtti = 5 50 ft 4 0 014 0 008 1000 1000 1000 5100 1000 -1 12 212 40 14,790 00 0 36 12 00 1,479 00 +0+Lr+fl 1000 1 000 5100 1 000 Lengtti = 2 0 ft 1 0 002 0 010 1000 1000 1000 5100 1,000 -016 31 12 14,790 00 0.43 14.31 1,479.00 Lengtti = 6 50 ft 2 0.010 0O10 1000 1000 1 000 5100 1000 0 75 14171 14,790 00 0.43 14.31 1,479.00 Lengtti = 7 50 ft 3 0 030 0017 1000 1000 1000 5100 1000 -2 33 442 08 14,790 00 0 74 24 98 1,47900 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selection Title Blxk Une 6 Title: Barelmann Residence Dsgnr' RDS Projxt Desc: New single family house Projxt Notes: Job# 11-044 n Pnnted 5 AUG 2011, 8 32AM , file C \Documeng'and Settings\Bob\MKD6cument5\ENERCALe'Data Fil&M V^-6k^rihm'iMper-'ecSfiJm Wood Beam Lie. #: KW-06008266 Description, RB# 3 icensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combination Segment Lengtti Span# Max Sfress Ratios M V Cd CpA/ Cr Cm Ct Summary of Moment Values MachJal fc<lesign Fb-allow Summary of Shear Values Vactual fv-design Fv-allow Length = 5 50 ft 4 0030 0 017 1 000 1000 1000 5100 1000 -2,33 442 08 14,790.00 0 74 24 98 1,479.00 +0-10 750Lr+0 750L+H 1 000 1000 5100 1 000 Length = 2 0 ft 1 0 002 0 008 1000 1 000 1.000 5100 1.000 -014 27 33 14,79000 0 37 1243 1,479.00 Lengtti = 5 50 ft 2 0 008 0 008 1 000 1000 1000 5100 1 000 0 65 122 61 14,790 00 0.37 12.43 1,479 00 Lengtti = 7 50 ft 3 0 026 0.015 1000 1000 1000 5.100 1000 -2 03 384,66 14,790 00 0 65 21 74 1,479.00 Lengtti = 5 50 ft 4 0 026 0 015 1 000 1.000 1000 5100 1 000 -2 03 384 66 14,790 00 0 65 2174 1,479.00 +0-tO 750Lr-iO 750L+0 750W+FI 1000 1000 5100 1000 Lengtti = 2 0 ft 1 0 002 0 008 1 000 1000 1.000 5.100 1.000 -0.14 27.33 14,790 00 0 37 12 43 1,479 00 Lengtti = 5 50 ft 2 0 008 0 008 1 000 1 000 1000 5.100 1.000 0.65 122 61 14,790.00 0 37 12 43 1,479 00 Lengtti = 7 50 ft 3 0 026 0 015 1000 1000 1000 5100 1 000 -2 03 384 66 14,790 00 0 65 21 74 1,479.00 Lengtti = 5 50 ft 4 0 026 0 015 1000 1 000 1000 5100 1000 -2 03 384.66 14,790 00 065 21 74 1,479 00 +0+0 750Lr+0 750L+O 5250E+H 1 000 1000 5.100 1.000 Length = 2 0 ft 1 0002 0 008 1000 1 000 1000 5100 1000 -014 27 33 14,790 00 0 37 12 43 1,479 00 Length = 5 50 ft 2 0.008 0 008 1000 1000 1000 5100 1.000 0.65 122.61 14,790 00 0 37 12 43 1,479 00 Lengtti = 7 50 ft 3 0 026 0 015 1000 1000 1000 5100 1 000 -2 03 384 66 14,790.00 065 21.74 1,479 00 Lengtti = 5 50 ft 4 0026 0 015 1000 1000 1000 5100 1.000 -2 03 384 66 14,790 00 0 65 21 74 1,479 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Locaton in Span D+Lr D+Lr Vertical Reactions • Unfactored 0.0000 0.0077 OOOOO 01465 OOOO 3031 3 031 5.500 DtLr D+Lr Support notation Far left is #1 -00069 0.0000 •0 0219 OOOOO Values in KIPS OOOO OOOO 4 592 4 592 Load Combination Overall MAXimum DOnly LrOnly D+Lr Support 1 Support 2 0 694 0 336 0 358 0 694 Support 3 -0031 " 0 019 -0 031 -0 012 Support 4 1251 0 618 0 633 1 251 Support 5 Title Blxk Une 1 You can changes this area using the "Settings' menu item and then using the "Pnnting & Title Blxk" selection Title Blxk Line 6 Title, Barelmann Residence Dsgnr- RDS Projxf Desc • New single family house Project Notes. Job# 11-044 I? Pnnted 5 AUG 2011, 8 34AJ.1 •>Y;.:.«f-A. r |.'^iifile.)C \b6cuitfeitsjand<Setti^\Bob\My-DdOThwiits\EN^ Oab-RlesM liM'BaiimihnJunipilrK^^ Lie. #: KW-06008266 Description: RB# 4 Material Properties Analysis Method' Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 ieensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wood Spxies Wood Grade Beam Bracing D(0 336) Lr(0 358) Fb - Tension Fb - Compr Fc-Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling iLevel Truss Joist Parallam PSL 2.0E 2,900.0 psi 2,900 0 psi 2,900.0 psi 750.0 psi 290 0 psi 2,025.0 psi £; Modulus ofElasficify Ebend-xx 2,000.0ksi Eminbend-xx 1,016 54ksi Density 32.21 Opcf 0(0 138) Lr(0136) 0(0 021328) Lr(0 02666) D(0 021328) Lr(0 02666) r 7 0 X 8 50 7 0 X 8 50 Span = 6 0 ft Applied Loads Load for Span Number 1 Point Load D = 0 3360, Lr = 0 3580 k @ 0 0 ft, (RB# 3) Point Load D = 01380, U = 0 1360 k @ 4.0 ft, (RB# 1) Uniform Load. D = 0 0160, Lr = 0 020 ksf, Tnbutary Width = 1 333 ft Load for Span Number 2 Uniform Load' D = 0 0160, U = 0 020 ksf, Tnbutary Width = 1 333 ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual FB Allowable Load Combination Lxation of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.274 1 7.0 X 8.50 793 78 psi 2,900 OOpsi +D+Lr+H 6 000ft Span # 1 0 131 in -0 007 in 0 253 in -0.014 in Span = 4 0 ft Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum xcurs Ratio = Ratio = Ratio = Ratio = 1094 6749 568 3503 Design OK 0.127 1 7.0 X 8.50 36.70 psi 290 00 psi +0+Lr+H 6 000 ft Span # 1 Maximum Forces & Stresses.for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summaiy of Shear Values Segment Length Span# M V . Cd, c,w ,_Cr_ Cm ._Ct Mactual ftHlesign Fb-allow Vactual fv-design Fv-allow -HJ Lengtti = 6 Oft 1 0131 0.061 1000 1.000 1000 1.000 1000 -2 68 380 95 2,900 00 0 70 17.56 290.00 Lengtti = 4,0 ft 2 0131 0 061 1000 1.000 1.000 1000 1000 -2.68 380.95 2,900.00 0 70 17 56 290.00 +0+Lr+H 1 000 1000 1000 1000 Lengtti = 6 0 ft 1 0 274 0127 1 000 1000 1.000 1.000 1.000 -5 58 793 78 2,900 00 146 36 70 290 00 Length = 4 0 ft 2 0 274 0127 1000 1.000 1.000 1000 1000 -5 58 793 78 2,900 00 146 36 70 290.00 +O+0750Lr+O750L+FI 1000 1000 1000 1000 2,900 00 Lengtti = 6 0 ft 1 0 238 0110 1000 1000 1000 1000 1 000 •4 85 690.58 2,900 00 127 3192 29000 Lengtti = 4 0 ft 2 0.238 0110 1 000 1 000 1000 1.000 1.000 -4 85 69058 2,900 00 127 3192 290 00 +O+0 750Lr+0.750L-K) 750W+fl 1.000 1.000 1.000 1.000 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Line 6 Title Barelmann Residenx Dsgnr: RDS Project Desc. New single family house Projxt Notes. Job# 11-044 11 Pnnted 5 AUG 2011 8 34AM W(E)^)diB(Bam Lie. #: KW-06008266 Description RB# 4 . Rle.*;C\[)6cuments and SetliiiS^\Bob\M^^DociiiTiS L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combinaton Max Sfress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V Cd CpA/ Cr Cm Ct Mactual ft)-design Fb-allow Vactial fv-design Fv-allow Lengtti = 6 0 ft 1 0 238 0110 1000 1000 1000 1000 1 000 4 85 690 58 2,900,00 127 3192 290 00 Lengtti = 4 0 ft 2 0.238 0110 1000 1000 1.000 1000 1 000 4.85 690.58 2,90000 127 31 92 290 00 +O+0 750Lr+O 750L+O 5250E^+^ 1000 1000 1.000 1000 690.58 2,90000 Lengtti = 6 0 ft 1 0 238 0110 1000 1.000 1000 1000 1.000 4.85 690 58 2,900 00 1.27 31.92 290 00 Length = 4 0 ft 2 0 238 0110 1 000 1.000 1000 1000 1000 4 85 690 58 2,90000 1,27 31 92 290 00 Overall Maximum Deflections - Unfactored Loads Load Combinaton Span Max "-" Defl Locaton in Span Load Combinaton Max "+" Defl Locaton in Span D+Lr Vertical Reactions - Unfactored 0 2529 OOOOO OOOO OOOO D+Lr Support notaton Far left is #1 OOOOO -00137 Values in KIPS 0.000 1692 Load Combinaton Overall MAXimum DOnly Lr Only D+Lr Support 1 Support 2 2746 ' 1.314 1432 2 746 Support 3 -f 298 -0 626 -0 672 -1 298 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selection Title Blxk Une 6 Title. Barelmann Residence Dsgnr: RDS Project Desc, New single family house Projxt Notes' Job# 11-044 Pnnted 28 JUL 2011, 9 03AM Lie. #: KW-06008266 Descnption. RB# 5 Revised Material Properties Ieensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method • Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wxd Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Fb-Tension 2,900.0 psi £. Modulus ofElasficify Fb-Compr 2,900.0 psi Ebend- xx 2,000 Oksi Fc-Pril 2,900.0 psi Eminbend - xx 1,016.54 ksi Fc-Perp 750 0 psi Fv 290.0 psi Ft 2,025 0 psi Density 32.210pcf D(0 615) Lr(0.631) D(0 032) Lr(0 04) D(0 032) Lr(0 04) 5 250 X 8 50 5.250 X 8 50 Span = 2.0 ft AppJied.Loads Span = 5.50 ft Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 PointLoad D = 06150, Lr = O631Ok0!O.Oft,(RB3) Unifonn Load. D = 00160, Lr = 0,020 ksf, Tributary Width = 20ft Load for Span Number 2 Unifomi Load D = 0 0160, Lr = 0 020 ksf, Tributary Width = 2 0 ft DESIGNSUMMARY ; Maximum Bending Stress Ratio = Section used for this span fb • Actual = FB Allowable = Load Combination Lxation of maximum on span = Span # where maximum oxurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.174 1 5.250 X 8.50 504.15 psi 2,900.00 psi +D+Lr+H 2 000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Lxation of maximum on span Span # where maximum xcurs 0.020 in -0.007 in 0.039 in -0 014 in Ratio = Ratio = Ratio = Ratio: 2430 9368 1232 4769 Design OK 0.157 1 5.250 X 8.50 45 44 psi 290.00 psi +D+Lr+H 1 292ft Span # 1 Maximum Forces & Stresses!,fbr Load Combinations Load Combinaton Max Stress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V Cj/v Cr C m Ct Mactial ft)-design Fb-allow Vactual fv-design Fv-allow +0 Lengtti = 2 Oft 1 0.086 0 078 1000 1000 1.000 1.000 1000 -1,31 249 41 2,900 00 0 67 22 50 290 00 Lengtti = 5 50 ft 2 0 086 0.078 1000 1.000 1000 1000 1000 -1.31 249.41 2,900 00 0 33 2250 290 00 +0+Lr+H 1000 1000 1000 1000 Lengtti = 2 0 ft 1 0174 0.157 1000 1000 1000 1000 1000 -2 66 504 15 2,900 00 135 45 44 290 00 Lengtti = 5 50 ft 2 0174 0157 1000 1000 1000 1000 1000 -266 504 15 2,90000 065 45 44 29000 +O+0.750Lr+0 750L+H 1000 1000 1000 1000 Lengtti = 2 0 ft 1 0152 0.137 1000 1000 1 000 1 000 1000 -2 32 440 46 2,900 00 1 18 39 71 29000 Lengtti = 5 50 ft 2 0152 0.137 1000 1000 1000 1 000 1 000 -2 32 440 46 2,900 00 0 57 3971 290 00 +0+0 750Lr+0 750L+0 750W+H 1000 1.000 1000 1000 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selection. Title Blxk Une 6 Title. Barelmann Residence Dsgnr. RDS Projxt Desc. New single family house Projxt Notes' Job# 11-044 Pnnted 28 JUL 2011, 9 03AM Lie. #: KW-D6008266 Description RB#5 Revised icensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combinaton Segment Lengtti Span# Max Sfress Ratos M V Cd CpA/ Cr Cm Ct Summary of Moment Values Mactual fMesign yb-ailow Summary of Shear Values Vactual fv-design Fv-allow Lengtti = 20ft 1 0152 0.137 1000 1000 1000 1.000 1.000 -2 32 440 46 2,900 00 1,18 39 71 29000 Lengtti = 5 50 ft 2 0152 0137 1000 1000 1,000 1 000 1000 -2 32 440 46 2,900 00 0 57 39 71 290 00 +O+O,750Lr+O 750L+O 5250E+H 1000 1000 1.000 1000 Length = 20 ft 1 0152 0137 1000 1000 1000 1000 1.000 -2 32 440.46 2,900 00 118 39 71 290 00 Lengtti = 5 50 ft 2 0152 0,137 1.000 1 000 1000 1000 1000 -2 32 440 46 2,900 00 0 57 39 71 290 00 Overall, Maximum.Deflections - Unfactored Loiads. Load Combinaton Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+Lr VerticaTReactibris - Unfactored 00389 OOOOO 0.000 OOOO D+Lr Support notaton Far left is #1 OOOOO -00138 Values in KIPS OOOO 2 242 Load Combination Support 1 Overall MAXimum DOnly LrOnly D+Lr Support 2 *2T18^ 1053 1065 2.118 Support 3 Tr257' -0.123 -0134 -0 257 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title. Barelmann Residence Dsgnr RDS Projxt Desc. New single family house Project Notes, Job# 11-044 Pnnted 28 JUL 2011, 817AM sWo'odiBeaW-iii'^S-S-tAi, *S«"#i;if pilei-C IDo 1 Lie. #: KW-06008266 Libensee : SOWARDS AND BROWN ENGINEEIRNG INC Description: RB# 6 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb Fb Fc -Tension 2,900.0 psi E: Modulus of Elasticity -Compr 2,900.0 psi Ebend-xx 2,000.0ksi -Pril 2,900 Opsi Eminbend-XX 1,016 54ksi Wood Spxies Wood Grade . iLevel Truss Joist . Parallam PSL 2 OE Fc - Perp Fv Ft Beam Bracing ' Beam is Fully Braced against lateral-torsion buckling 750.0 psi 290 Opsi 2,025 0 psi Density 32 210pcf 0(0.032) D(0 032) D(t)0^72fLr(lj07^4) D(0.06272)^Lr(0 0784) 0(0.06272) Lr(0 0?84) 3.5x11 25 Span = 3 0 ft 3 5x11.25 Span = 16.50 ft Applied;Loads Service loads entered Load Factors will be applied for calculations Load for Span Number 1 Unifonn Load D = 0 0160, Lr = 0 020 ksf, Tnbutary Width = 3 920 ft, (RooO Unifomi Load' D = 0,0160 ksf, Tnbutary Width = 2 0 ft, (Parapet) Load for Span Number 2 Uniform Load • D = 0,0160, U = 0 020 ksf. Extent = 0.0 -»14 0 ft, Tnbutary Width = 3 920 ft, (Rxf) Uniform Load D = 0.0160, Lr = 0.020 ksf, Extent = 14 0 -» 16 50 ft, Tnbutary Width = 3,920 ft, (Roof) Uniform Load' D = 0 0160 ksf, Tnbutary Width = 2 0 ft, (parapet) DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB - Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.309[ 1 3.5x11.25 895 33 psi 2,900 OOpsi +0+Lr+H 8 504 ft Span # 2 0 147 in -0 078 in 0 324 in -0 172 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location ol maximum on span Span # where maximum xcurs Ratio = Ratio = Ratio: Ratio = 1350 924 611 418 Design OK 0.174 : 1 3.5x11.25 50.35 psi 290.00 psi +D+ir+H 3 000 ft Span # 1 Maximutn Forces & Stresses for. Load Corhbinatibns. Load Combinaton Max Stress Rattos Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V . . C d ^ c F/y . Cr_ _ Cm Cf Mactual fl)-design Fb-allow VachJal fv-design Fv-allow •HJ Lengtti = 3 0 ft 1 0 024 0 095 1000 1.000 1 000 1000 1000 -0 43 69 28 2,900.00 0 72 27.55 290.00 Lengtti = 16 50 ft 2 0169 0 095 1000 1000 1 000 1000 1000 3 01 489 87 2,900.00 0 72 27.55 290.00 +0+Lr+FI 1 000 1000 1000 1000 Lengtti = 3 0 ft 1 0 044 0174 1000 1000 1 000 1000 1000 -0 78 126 62 2,900 00 132 50.35 290.00 Lengtti = 16 50 ft 2 0 309 0174 1000 1000 1 000 1000 1000 5 51 895 33 2,900 00 1.32 50 35 290 00 +O+0 750Lr+0 750L+H 1000 1000 1000 1000 Lengtti = 3 0 ft 1 0 039 0154 1 000 1000 1000 1.000 1000 -0 69 112.29 2,90000 1.17 44.65 290 00 Lengtti = 16 50 ft 2 0 274 0154 1000 1000 1.000 1000 1000 4 88 793 96 2,900 00 1 17 44 65 290 00 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title Barelmann Residenx Dsgnr. RDS Projxt Desc: New single family house Project Notes, Job# 11-044 I? Pnnted 28 JUL 2011, 817AM Wood Beam Lie. #: KW-06008266 Descnption, RB# 6 Libensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combinaton Segment Length Span # Max Sfress Ratios "M V Cd CpA/ Cr C m Ct Summary of Moment Values Mactual flMiesign Fb-allow Summary of Shear Values Vactual fv-design Fv-allow +O+0 750Lr+O.750L^K) 750W+FI 1.000 1.000 1000 1 000 Length = 3 0 ft 1 0 039 0154 1000 1000 1000 1000 1.000 -0 69 112 29 2,900 00 1,17 44 65 290 00 Lengtti = 16 50 ft 2 0 274 0154 1,000 1000 1.000 1000 1000 4 88 793 96 2,900.00 117 44 65 290 00 +0+0 750Lr^iO 750L+O 5250E+fl 1000 1000 1000 1000 Lengtti = 3 0 ft 1 0 039 0.154 1.000 1 000 1000 1000 1000 -0 69 112.29 2,900,00 117 44 65 290.00 Lengtti = 16 50 ft 2 0.274 0154 1000 1000 1000 1000 1000 4 88 793 96 2,90000 117 44 65 290 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" Defl Location in Span Load Combinabon Max "+" Defl Location in Span D+ir Vertical Reactions - Unfactored ooooo 0.3238 oooo 8 377 D+Lr Support notaton Far left is #1 -01718 0,0000 Values in KIPS OOOO OOOO Load Combinaton "Overall MAXiimim"" DOnly LrOnly D+Lr Support 1 Support2 Support 3 r995 i:381" 1 091 0.756 0.903 0 625 1.995 1 381 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection Title Blxk Une 6 Title: Barelmiann Residence Dsgnr RDS Projxt Desc. New single family house Project Notes: Job# 11-044 7^ Pnnted 28 JUL 2011 8 ISAM jWooa;Bjeam#»-4* tsft?'|j?|,f-?Rle-sG:tt)(> airreii&.Sd Setliiigs\B<W*f-QiM »lilag|iia^iaEtjili2iieai^ • Lie. #: KW-06008266 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption. RB#6A Material Properties Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade - Parallam PSL 2.0E Beam Bracing ' Beam is Fully Braced agj Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb Tension 2,900 Opsi £; Modulus ofElasficify Fb Compr 2,900 0 psi Ebend- xx 2,000.0ksi Fc-Pril 2,900.0 psi Eminbend - xx 1,016.54 ksi Fc-Perp 750 Opsi Fv 290.0 psi Ft 2,025 Opsi Density 32.210pcf D(-0 17) Lr(-0.191) 3.5x11.25 Span = 14.0 ft 3.5x11.25 Span = 2 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans. Uniform Load on ALL spans. D = 0 0160, Lr = 0 020 k/ft, Tnbutary Width = 4 20 ft Load for Span Number 1 Point Load D = -0170, Lr = -01910 k @ 10 50 ft Unifonn Load. D = 0 0160 ksf, Tributary Width = 2,0 ft, (Parapet) DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable Load Combination Location of maximum on span = Span # where maximum xcurs = fVlaximum Deflection Max Downward L+Lr+S Deflection 0 068 in Ratio = 2453 Max Upward L+Lr+S Deflection -0.028 in Ratio = 1724 Max Downward Total Deflection 0 164 in Ratio = 1022 Max Upward Total Deflection -0.068 in Ratio = 702 0.221:1 3.5x11.25 641.30psi 2,900 OOpsi +0+Lr+H 6 462ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.144 : 1 3.5x11.25 41 76 psi 290.00 psi +D+Lr+H 14 000 ft Span # 1 Maximum Forces;& Stresses?for Load Qombitiatigns ^ Load Combination Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V ,„_Cd . C,FA/ ___Cr_ C rn Ct.._ Mactual ftHJesign Fb-altow Vactual fv-design Fv-allow +u Lengtti = 14 0 ft 1 0.128 0.084 1000 1.000 1000 1.000 1000 2.29 371.52 2,900.00 0.64 24 36 290 00 Lengtii = 2 0 ft 2 0 009 0.084 1.000 1,000 1000 1000 1000 -015 24 71 2,900.00 008 24 36 290 00 +0+Lr+H 1000 1 000 1000 1000 Lengtti = 14 0 ft 1 0 221 0144 1000 1000 1000 1000 1000 3 95 641 30 2,90000 110 4176 29000 Lengtti = 2 0 ft 2 0018 0144 1000 1000 1.000 1000 1000 -0 32 52 02 2,900 00 017 41 76 290 00 +0+0 750Lr+O 750L+H 1000 1 000 1 000 1000 Lengtti = 14 0 ft 1 0198 0129 1000 1000 1000 1000 1 000 3 53 573 86 2,90000 098 3741 290 00 Lengtti = 2 0 ft 2 0 016 0129 1000 1000 1000 1000 1000 -0 28 4519 2,900 00 015 37 41 290 00 +O+0 750Lr+O 750L-tO 750W+H 1000 1000 1000 1000 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Block Une 6 Title: Barelmann Residenx Dsgnr: RDS Projxt Desc.: New single family house Projxt Notes. Job# 11-044 Pnnted 28 JUL 2011, 816AM ic1jmefl¥rrfW;Setti&s\B^ pM\l1i044'bsrelffikiri juniper:«i6 ':?lm il!^^t;$l>t?a;'-;fyi&riliEj.ERffl^^ 1 Lie. #: KW-06008266 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Description RB#6A Load Combination Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd Cp/V Cr Cm C ( Mactual flxJesign Fb-allow Vactual fv-design Fv-allow Lengtti = 14 Oft 1 0198 0 129 Lengtti = 20ft 2 0.016 0129 +O+0 750Lr+0 750L+O 5250E+H Lengtti = 14 Oft 1 0198 0129 Lengtti = 2 Oft 2 0 016 0129 Overall Maximum Deflections - Unfactored Loads 1 000 1 000 1.000 1 000 1 000 3.53 573 86 2,900 00 0 98 37 41 290 00 1 000 1.000 1 000 1000 1000 -0,28 4519 2,90000 015 3741 290 00 1.000 1 000 1 000 1000 1 000 1 000 1 000 1000 1 000 3 53 573 86 2,90000 0 98 37 41 29000 1.000 1 000 1.000 1 000 1 000 -0.28 45 19 2,90000 0,15 37 41 290 00 Load Combinaton Span Max "-' Defl Location in Span Load Combinaton Max "+" Defl Locaton in Span D+Lr Vertical Reactions • Unfactored 01644 OOOOO 6 892 6.892 D+Lr Support notation Far left is #1 0.0000 -00684 Values in KIPS OOOO 2000 Load Combination OverallMAXimum DOnly LrOnly D+Lr Support 1 " 1231 0 703 0 528 1.231 Support 2 " 1416 0 791 0 625 1416 Support 3 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion. Title Blxk Line 6 Title: Barelmann Residence Dsgnr: RDS Projxt Desc: New single family house Projxt Notes • Job* 11-044 2^ Pnnted 25 JUL 2011 10 20AM lit. Lie. # : KW-06008266 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption' RB#7 Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb-Tension 2900 psi £ Modulus of Elasticity Fb-Compr 2900 psi Ebend-xx 2000ksi Fc-Pril 2900psi Eminbend-xx 1016.535ksi Fc - Perp 750 psi Fv 290 psi Ft 2025 psi Density 32 21 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling Wood Species i Level Truss Joist Wood Grade Parallam PSL 2.0E D(0.06) Lr(0 075) 0(0.06) Lr(0 075) 0(0 06) Lr(0 075) 3 50 X 8.50 Span = 5 250 ft 3.50 X 8.50 Span = 8 0 ft 3 50 X 8 50 Span = 5 250 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 00160, U = 0020 ksf, Tnbutary Width = 3,750 ft Load for Span Number 2 Unifonn Load D = 0 0160, U = 0 020 ksf, Tnbutary Width = 3 750 ft Load for Span Number 3 Unifonn Load - D = 0.0160, U = 0.020 ksf, Tributary Width = 3 750 ft DESIGHSUMMARY^ Maximum Bending Stress Ratio = Section used for this span Service loads entered Load Factors will be applied for calculations fb. Actual FB Allowable Load Combination Lxation of maximum on span Span # where maximum oxurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.192 1 3.50 X 8.50 555.83 psi 2,900.00psi +D+Lr+H 8,000ft Span # 2 0 099 in -0.021 in 0.187 in -0 040 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Lxation of maximum on span Span # where maximum xcurs Ratio = Ratio = Ratio = Ratio = 1274 4525 674 2396 0.129 : 1 3.50 X 8.50 37.50 psi 290.00 psi +0+ir+H 5 250 ft Span # 1 Maximum Forces & Stresses for llbad^Combinatibns' Load Combination Max Sfress Ratos Summaiy of Moment Values Summary of Shear Values Segment Lengtti Span# M V „. C d . -._Cf/y,_ „ Cr. pm .CL. Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +u Lengtti = 5 250 ft 1 0090 0 061 1000 1000 1000 1000 1000 -0,92 261 54 2,900.00 0 35 1764 290 00 Lengtti = 8 0 ft 2 0 090 0 061 1000 1 000 1000 1000 1000 -0 92 261 54 2,900 00 0.31 17 64 290 00 Lengtti = 5.250 ft 3 0 090 0.061 1.000 1000 1000 1000 1000 -092 261 54 2,900,00 0 31 17.64 290,00 +0+Lr+H 1000 1000 1000 1000 Lengtti = 5 250 ft 1 0.192 0129 1000 1.000 1.000 1,000 1 000 -1 95 555 83 2,900 00 0 74 37 50 290 00 Lengtti = 8 0 ft 2 0192 0129 1.000 1.000 1,000 1000 1.000 -1,95 555 83 2,900 00 0 65 37 50 290 00 Lengtti = 5 250 ft 3 0192 0129 1.000 1,000 1.000 1.000 1.000 -195 555 83 2,900 00 0 65 37 50 29000 +O+O750Lr-tO750L+H 1000 1.000 1000 1.000 555 83 2,900 00 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection Title Blxk Une 6 Title • Barelmann Residenx Dsgnr RDS Projxt Desc New single family house Projxt Notes. Job# 11-044 Pnnted 25 JUL 2011,10 20AM Lie. # : KW-06008266 Description: RB# 7 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combination Max Sfress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V Cd CpA/ Cr Cm Ct Machjal ftj-design Fb-allow Vactual fv-design Fv-allow Lengtti = 5 250 ft 1 0166 0112 1.000 1 000 1000 1000 1000 -1,69 482 26 2,900 00 065 3253 29000 Lengtti = 8 0 ft 2 0166 0112 1000 1000 1 000 1 000 1000 -1,69 482 26 2,900,00 0 56 32.53 290 00 Lengtti = 5 250 ft 3 0166 0112 1 000 1000 1000 1000 1 000 -1 69 482.26 2,90000 0 56 3253 290 00 +0+0 750Lr+0 750L+O.750W+H 1 000 1,000 1000 1000 Lengtti = 5 250 ft 1 0166 0112 1000 1.000 1000 1,000 1000 -169 482 26 2,900 00 065 32,53 290.00 Lengtti = 80 ft 2 0.166 0112 1000 1000 1000 1000 1000 -1.69 482 26 2,90000 0 56 3253 290.00 Lengtti = 5 250 ft 3 0166 0112 1.000 1000 1.000 1000 1000 -1.69 482.26 2,900 00 0.56 32 53 29000 +O+0 750Lr+0.750L+0 5250E+H 1000 1.000 1000 1000 Lengtti = 5.250 ft 1 0166 0112 1000 1000 1000 1000 1000 -1 69 482.26 2,90000 0 65 3253 290 00 Lengtti = 80 ft 2 0166 0.112 1000 1.000 1.000 1.000 1,000 -1 69 482 26 2,900 00 0.56 3253 29000 Length = 5 250 ft 3 0166 0112 1000 1000 1000 1000 1000 -1 69 482 26 2,900.00 0 56 32.53 29000 Overall Maximum Deflections -Unfactored Loads Load Combinaton Span Max "-" Defl Locaton in Span Load Combinaton Max "+" Defl Locaton in Span D+ir 1 0.1866 oooo 0,0000 OOOO D+Lr 2 3 OOOOO 01856 oooo 5 250 D+Lr -00401 0.0000 4 051 4.051 Vertical Reiactibhs - Unfactored; Support notation Far left is #1 Values in KIPS Load Combination OverallMAXrmurrr DOnly LrOnly D+Lr Support 1 Support 2 ~ "1.310^ 0 617 0 694 1310 Support 3 1 310 0,617 0 694 1 310 Support 4 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection. Title. Barelmann Residenx Dsgnr ROS Project Desc, New single family house Project Notes • Job* 11-044 Pnnted 25 JUL 2011 10 26AM 3i^!ii|liipi|^ \I3acunierits'ftdSetBiigs\B6b\My,Ddw ifteilgiiti^aigaEii^m^^ 1 Lie. # : KW-06008266 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Description RB# 8 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species . iLevel Truss Joist Wood Grade : Parallam PSL 2 OE Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 032) Lr(0 04) Fb - Tension 2900 psi Fb - Compr 2900 psi Fc Pril 2900 psi Fc Perp 750 psi Fv 290 psi Ft 2025 psi £; Modulus ofElasficify Ebend-xx 2000 ksi Eminbend-xx 1016.535ksi Density 32 21 pcf 0(0.617) Lr(0 694) D(0 032) Lr(0 04) 1 3 50 X 8 50 3 50 X 8 50 Span = 5.50 ft Applied Loads: Load for Span Number 1 Uniform Load D = 0 0160, Lr = 0 020 ksf, Tnbutary Width = 2 0 ft Load for Span Number 2 Point Load D = 0 6170, Lr = 0 6940 k @) 2 0 ft Unifomi Load D = 00160, Lr = 0 020 ksf. Tributary Width = 2 0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable Load Combination Lxation of maximum on span Span * where maximum occurs = Maximum Deflecbon Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.272 1 50 X 8.50 787.55 psi 2,900 OOpsi +D+Lr+H 5,500ft Span # 1 Span = 2 0 ft Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Lxation ol maximum on span Span * where maximum oxurs 0 033 in 0 012 in 0 062 in 0 022 in Ratio = Ratio = Ratio = Ratio = 1474 5674 778 2986 Design OK 0.244 : 1 3.50 X 8.50 70.79 psi 290.00 psi +D+ir+fl 5 500 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinaton Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span# M V Cd Cp/V Cr C JJ) Ct Mactual ft>-design Fb-allow Vactual fv-design Fv-allow +0 Lengtti = 5 50 ft 1 0127 0114 1000 1000 1000 1.000 1.000 -1 30 369 57 2,90000 0 66 3319 29000 Lengtti = 20ft 2 0.127 0.114 1000 1000 1000 1000 1.000 -130 36957 2,90000 0.66 33.19 290 00 +0+Lr+H 1.000 1000 1000 1000 Lengtti = 5 50 ft 1 0 272 0 244 1000 1000 1000 1000 1000 -2 77 787 55 2,90000 140 70.79 290 00 Lengtti = 2 Oft 2 0 272 0 244 1000 1000 1000 1000 1000 -2 77 787 55 2,900 00 140 70.79 290 00 +0+0 750Lr+0 750L+H 1000 1000 1000 1 000 Lengtti = 5 50 ft 1 0 236 0 212 1000 1000 1000 1.000 1000 -2 40 683 06 2,900 00 1 22 61 39 290 00 Lengtti = 2.0 ft 2 0 236 0212 1.000 1000 1000 1,000 1000 -2 40 683 06 2,900,00 1.22 61 39 290 00 +0+0 750Lr+O 750LM3, 750W+H 1000 1000 1000 1,000 Lengtti = 5 50 ft 1 0 236 0212 1000 1000 1000 1000 1000 -2 40 683 06 2,900 00 1.22 61,39 290.00 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Une 6 Title: Barelmann Residenx Dsgnr: RDS Project Desc • New single family house Projxt Notes' Job* 11-044 Pnnted 25 JUL 2011.10 26Af.l Wood Beam Lie. #: KW-06008266 Descnption RB#8 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combination Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span # M V Cd CpA/ Cr C m Ct Mactual flj-design Pb-allow Vactual fv-design Fv-allow Lengtti = 2 0 ft 2 0 236 0 212 1.000 1000 1,000 1,000 1.000 -2.40 683 06 2,90000 1.22 61 39 290 00 +O+0 750Lr-.O 750L-tO 5250E+H 1 000 1.000 1000 1000 Length = 5 50 ft 1 0 236 0 212 1000 1000 1000 1000 1000 -2 40 683 06 2,900 00 122 61 39 290 00 Lengtti = 2 0 ft 2 0 236 0 212 1.000 1000 1 000 1000 1000 -2 40 683 06 2,900 00 122 61 39 290 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+Lr Vertical Reactions - Unfactored ooooo 0 0616 OOOO 2 000 D+Lr Support notation Par left is #1 -00221 OOOOO Values in KIPS 3,300 3 300 Load Combination OverairMAXimurh DOnly LrOnly D+Lr Support 1 -0305' -0148 -0157 -0 305 Support 2 2T56 1005 1 151 2156 Support 3 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Une 6 Title. Barelmann Residence Dsgnr RDS Project Desc • New single family house Project Notes' Job* 11-044 Pnnted 26 JUL 2011 10 34A1/ Woo |Lie.# : KW-06008266 • Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description. RB# 9 Material Properties _ Analysis Method' Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wood Spxies Wood Grade Beam Bracing Fb - Tension 2900 psi Fb-Compr 2900 psi Fc - Pril 2900 psi Fc - Perp 750 psi Fv 290 psi Ft 2025 psi Beam is Fully Braced against lateral-torsion buckling ' iLevel Truss Joist , Parallam PSL 2 OE £; Modulus ofElasficify Ebend-xx 2000 ksi Eminbend-xx 1016.535 ksi Density 32.21 pcf D(0 05472) Lr(0 0684) * * • V f D(-0 148) Lr(-0 157) D(0 05472) Lr(0 0684) D(-0 148) Lr(-0 157) D(0 05472) Lr(0 0684) • + + I • 5 250 X 8 5(j- Span = 2.0 ft 5 250 X 8 50 Span = 14.250 ft o 250 X 8 50 Span = 2.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load. D = 00160, Lr = 0,020 ksf. Tributary Width = 3.420 ft Load for Span Number 2 Uniform Load D = 0 0160, Lr = 0,020 ksf. Tributary Width = 3.420 ft Point Load D = -01480, Lr = -0 1570 k @ 3,20 ft PointLoad D = -01480, Lr=-0 1570k@ 11 050ft Load for Span Number 3 Uniform Load D = 0 0160, Lr = 0 020 ksf, Tnbutary Width = 3 420 ft DESIGNSUMMARY . Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable = Load Combination Lxation of maximum on span = Span # where maximum oxurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.14Q 1 5.250 X 8.50 405 40 psi 2,900 OOpsi +0+Lr+H 7.035ft Span # 2 Maximum Shear Stress Ratio Section used for this span fv Actual Fv - Allowable Load Combination Lxation of maximum on span Span * where maximum oxurs 0.070 in -0.028 in 0 136 in -0 055 in Ratio = Ratio = Ratio = Ratio = 2443 1684 1254 864 Design OK 0.075 :1 5.250 X 8.50 21.63 psi 290.00 psi +D+Lr+H 14.250 ft Span # 2 Maximum Forces & Stresses for Load Combihations Load Combination Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V Cd CpA/ Cr Cm Ct. Mactual ftHlesign Fb-allow Vactial fv-design Fv-allow •HJ Lengtti = 2,0 ft 1 0 008 0,032 1.000 1.000 1000 1.000 1.000 -0,13 24 56 2,900.00 0 28 9 34 290 00 Lengtti = 14 250 ft 2 0068 oo:)6 1000 1000 1000 1000 1000 104 197 23 2,900 00 0 31 10 52 290 00 Lengtti = 20ft 3 0008 00.36 1000 1,000 1000 1000 1000 -013 24 56 2,900 00 009 10 52 29000 +0+Lr+H 1 000 1000 1000 1000 Lengtti = 20ft 1 0 017 0 066 1000 1000 1000 1000 1000 -0 27 50 53 2,900.00 057 19 20 29000 Length = 14 250 ft 2 0140 0 0?5 1000 1 000 1.000 1000 1000 214 405 40 2,900 00 064 21.63 290 00 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title • Barelmann Residence Dsgnr: RDS Projxt Desc • New single family house Projxt Notes. Job* 11-044 Pnnted 25 JUL 2011,10 34AM Description: RB#9 Ucensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combination Segment Lengtti Span* Max Sfress Ratios C d Cp/V c ' m LL Summary of Moment Values Machjal ftHlesign Fb-allow Summary of Shear Values Vachjal fv-design Fv-allow Lengtti = 20ft 3 0 017 0075 1 000 +O+0,750Lr+0 750L+H Lengtti = 20ft 1 0 015 0 058 1000 Lengtti = 14 250 ft 2 0122 0065 1 000 Lengtti = 20 ft 3 0 015 0 065 1 000 +O+0 750Lr+0 750L-tO 750W+fl Length = 2 Oft 1 0 015 0 058 1 000 Lengtti = 14 250 ft 2 0122 0 065 1 000 Lengtti = 20 ft 3 0O15 0065 1 000 +0+0 750Lr-tO 750L+O 5250E+H Lengtti = 20ft 1 0015 0 058 1 000 Lengtti = 14 250 ft 2 0122 0.065 1 000 Lengtti = 20ft 3 0 015 0 065 1 000 Overall Maximum Deflections - Unfactored Loads 1000 1.000 1000 1000 1.000 1000 1000 1000 1000 1000 1000 1000 1000 1.000 1,000 1.000 1000 1000 1000 1 000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 1.000 1000 1000 1000 1000 1 000 1000 1000 1 000 1000 1000 1000 1000 1000 1.000 1000 1,000 1000 1000 1000 1000 1,000 -0.27 -0 23 1.86 -0 23 -0 23 186 -0.23 -023 186 -0 23 50 53 2,900.00 44.04 2,900 00 353 36 2,900 00 44 04 2,900 00 44 04 2,900 00 353 36 2,90000 44 04 2,900 00 44 04 2,900 00 353 36 2,900.00 44 04 2,900 00 0.18 0 50 056 015 0 50 0 56 015 0 50 0.56 0.15 21 63 290 00 16 74 1885 18 85 16 74 18 85 18 85 16 74 1885 18.85 290 00 290 00 29000 290 00 290 00 290 00 290 00 290 00 29000 Load Combination Span Max "-" Defl Location in Span Load Combinabon Max "+" Defl Location in Span 1 OOOOO 0.000 D+ir -0 0555 OOOO D+Lr 2 01363 7 215 0.0000 OOOO 3 OOOOO 7 215 D+Lr -0.0555 2 000 Vertical Reactibfis - Unfactored "'--'^ Support notation. Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 " Overall MAXimum 0910' "0910" DOnly 0,442 0,442 Lr Only 0467 0 467 D+Lr 0 910 0 910 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion. Title Blxk Une 6 Title Barelmann Residenx Job* 11-044 % 2^ Dsgnr: RDS Projxt Desc ' New single family house Project Notes - Pnnted 25 JUL 2011,10 36AM ILie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC • Description: RB#10TypHdr Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Spxies Wood Grade Beam Bracing Douglas Fir - Larch No 1 Fb-Tension 1350 psi £. Modulus ofElasficify Fb Compr 1350 psi Ebend- xx 1600ksi Fc-Pril 925 psi Eminbend - xx 580 ksi Fc-Perp 625 psi Fv 170 psi Ft 675 psi Density 32.21 pcf D(0 176^Lr(0 22) 6x6 Span = 4 0 ft Applied Loads Unifonn Load D = 0.0160, U = 0 020 ksf, Tributary Width = 11,0 ft DESIGNSUMMARY: : : . Maximum Bending Stress Ratio = Section used for this span fb Actual = FB - Allowable Load Combination Lxation of maximum on span = Span # where maximum xcurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.254 1 6x6 342.74 psi 1,350 OOpsi +D+Lr+H 2 000ft Span # 1 Service loads entered Load Factors will be applied for calculations 0 010 in 0.000 in 0 019 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv. Actual Fv Allowable Load Combination Location ol maximum on span Span # where maximum xcurs Ratio = 4584 Ratio = 0 <360 Ratio = 2547 Ratio = 0 <180 Design OK 0.180 : 1 6x6 30.63 psi 170 00 psi +D+Lr+H 3,560 ft Span # 1 Maximum Forces:& Stresses for Load!Cbmbinatioris Load Combinaton Segment Lengtti +0 Lengtti = 4.0 ft +D+Lr+H Lengtti = 4 Oft Span* Max Sfress Ratos ~M \r 1 0,113 0.254 0 080 0180 +O+0 750Lr+0750L+H Lengtti = 4.0 ft 1 0219 0155 +0+0 750Lr-tO.750L+O 750W+H Lengtti = 40ft 1 0 219 0.155 +O+0 750Lr+O 750L+0 5250E+H Lengtti = 40 ft 1 0 219 0.155 Overall'Maxirnum Deflections - Unfactored Loads Summary of Moment Values Summary of Shear Values Cd CpA/ __Cr_ ^m ___c.t . _ Mactial ftniesign Pt>-allow Vactial fv-design Fv-allow 1000 1000 1.000 1.000 1000 0 35 152 33 1,350.00 0 27 13 61 170 00 1.000 1000 1000 1000 1.000 1000 1000 1 000 1000 0,79 342.74 1,350 00 0 62 30 63 17000 1000 1000 1.000 1.000 1000 1.000 1000 1.000 1000 068 29514 1,350 00 0 53 26 38 170.00 1.000 1000 1000 1.000 1.000 1.000 1000 1.000 1.000 0 68 295.14 1,350 00 0 53 26 38 170 00 1000 1000 1000 1000 1.000 1,000 1.000 1,000 1000 0,68 29514 1,35000 0.53 26,38 170.00 Load Combination b-iir Span Max "-" Defl Location in Span 1 0 0188 2 020 Load Combination Max."+" Defl OOOOO Location in Span OOOO Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title; Barelmann Residence Dsgnr: RDS Project Desc, New single family house Projxt Notes • Job* 11-044 Pnnted 25JUL2011,1038AM ?1 •|W||^d|Bf,|mj|> fcxt';ii»''^;Ble^SyDocum«its and,Settiiigs\Bob\My-[ )6cum6nls\EtilEI?eAtC P^Filesy 1^ tHSfmann jiIniper.*6S*j |Lie.#: KW-06008266 L eensee SOWARDS AND BROWN ENGINEEIRNG INC Descnption, RB# 10 Typ Hdr VerticalReactions • Unfactored Support notaton Far left IS #1 Values in KIPS Load Combinaton Support 1 Support 2 Overall MAXimum OOnly LrOnly D+Lr 0 792 0352 0440 0 792 0 792 0352 0 440 0 792 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Line 6 Title. Barelmann Residenx Dsgnr: RDS Projxt Desc: New single family house Projxt Notes: Job* 11-044 3^ Pnnted 25 JUL 2011,10 43M.1 'iAt^'-^^ii%i>%i!'^''''--i C #;rn'3* ''4V>-,TV•^-fi^t-4i;X;xfy^fMi^igf^ ^F^te^.c\D6aimenis *a.Settings\Bob\My;Ooquinehts\ENERCALC'C>a^ juni(>er.&6><>.b Description. RB#11 (Mf. i^i?lZ- L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species . Douglas Fir - Larch Wood Grade • No 1 Fb Tension 1350 psi £: Modulus ofElasficify Fb Compr 1350 psi Ebend- xx 1600 ksi Fc-Pril 925 psi Eminbend - xx 580 ksi Fc^ Perp 625 psi Fv 170 psi Ft 675 psi Density 32.21 pcf D(0 224)^Lr(0 23) 4x12 Span = 6 50 ft Applied Loads Uniform Load D = 0 0160, U = 0 020 ksf, Tributary Width = 14.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable Load Combination Lxation of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.291- 1 4x12 432 64 psi 1,485.00 psi +D+Lr+H 3.250ft Span # 1 Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section usied for this span fv Actual Fv. Allowable Load Combination Location of maximum on span Span # where maximum oxurs 0 017 in Ratio: 0.000 in Ratio: 0 031 in Ratio •• OOOO in Ratio: 4571 0 <360 2539 O<180 Design OK 0.264 :1 4x12 44.93 psi 170 00 psi +0+Lr+H 5 590 ft Span * 1 Maximum Forces & Stresses for Load: Combinations Load Combinaton Segment Lengtti Span* Max Sfress Ratos Cd _ .Cr^ Cjn . Cj^__^ Summary of Moment Values Summary of Shear Values Load Combinaton Segment Lengtti Span* M V Cd _ .Cr^ Cjn . Cj^__^ Mactual ftHlesign Pb-allow Vactual fv-design Fv-allow +0 Lengtti = 6 50 ft 1 0129 0117 1 000 1,100 1.000 1000 1000 118 192.28 1,485 00 0 52 1997 170 00 +0+Lr+H 1 100 1.000 1,000 1 000 Lengtti = 6,50 ft 1 0 291 0 264 1.000 1100 1000 1,000 1 000 2.66 43264 1,485.00 1.18 44.93 17000 +O+0 750Lr+O 750L+H 1 too 1,000 1000 1000 Lengtti = 6 50 ft 1 0 251 0 228 1000 1.100 1000 1000 1,000 2 29 372.55 1,485 00 1.02 3869 170 00 +O+0 750Lr+0 750L+0 750W+H 1.100 1000 1.000 1000 Lengtti = 6.50 ft 1 0 251 0 228 1000 1100 1000 1000 1,000 2 29 372 55 1,485 00 1.02 3869 170 00 +O+0.750Lr+O,750L^K) 5250E+W 1100 1000 1000 1000 Length = 6.50 ft 1 0 251 0 228 1000 1 100 1000 1000 1000 2 29 372 55 1,485 00 102 38 69 17000 Overall Maximum Deflections -Unfactored Loads Load Combinaton Span Max "-• Defl Locaton in Span Load Combination Max "+" Defl Locaton in Span D+Lr 0,0307 3.283 0.0000 0.000 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion. Title Blxk Une 6 Title. Barelmann Residenx Dsgnr: RDS Project Desc: New single family house Project Notes Job* 11-044 Pnnted 25 JUL 2011,1043AM Lie. #: KW-06008266 Description: RB#11 Vertical Reactions - Unfactored Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Support notaton - Par left is #1 Values in KIPS Load Combinaton Support 1 Support 2 Overall MAXimum DOnly LrOnly D+Lr 1638 0 728 0 910 1.638 1638 0 728 0 910 1638 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Line 6 Title: Barelmann Residence Dsgnr: RDS Project Desc: New single family house Projxt Notes Job* 11-044 Pnnted 27 JUL 2011 5 10PM Lie. #: KW-06008266 Descnption- RB# 12 Revised G/LnO'C) Material Properties Libensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wxd Grade Beam Bracing Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling iLevel Truss Joist Parallam PSL 2.0E D(0 706) Li^0^i9|§J|£)^Lr(O.625) i • T t T i 2,900.0 psi 2,900.0 psi 2,900 0 psi 750 0 psi 290.0 psi 2,025.0 psi P(0.24) Lr(0.3) £; Modulus ofElasficify Ebend-xx 2,000.0 ksi Eminbend-xx 1,016.54ksi Density 32 210pcf 5.250 X 8.50 Span = 10.50 ft Applied;Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0 0160, Lr = 0 020 ksf. Extent = 4 0 -» 10,50 ft, Tnbutary Width = 15,0 ft Uniform Load ' D = 0 0160, Lr = 0 020 ksf, Extent = 20 -» 4 0 ft. Tributary Width = 7 0 ft Point Load. D = 0 7060, Lr = 0.5280 k @ 2 0 ft, (RB# 6A) Point Load: D = 0.7560, Lr = 0 6250 k @ 4 0 ft, (RB# 6) DESIGN SUMMARY^ . : j 0.68Q 1 Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span # where maximum xcurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 5.250 X 8.50 1,972 77 psi 2,900 OOpsi +0+Lr+« 4 358ft Span # 1 0 189 in 0 000 in 0 377 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span * where maximum oxurs Ratio = Ratio = Ratio = Ratio = Design OK 0.388 :1 5.250 X 8.50 112.47 psi 290 00 psi +0+Lr+H 0 000 ft Span * 1 664 O<360 334 0 <180 MaximumiForces;& Stresses^^^^^ Load Combinafion Segment Lengtti Span # Lengtti = 10.50 ft 1 +0+Lr+H Lengtti = 10 50 ft 1 +D+0 750Lr+0 750L+H Lengtti = 10 50 ft 1 +O+0 750Lr+0 750L-tO 750W+H Lengtti = 10,50 ft 1 +O-iO,750Lr+0 750L+O 5250E+H Lengtti = 10 50 ft 1 Max Sfress Ratos ^„Cd c F/y . C_r Cm Cf Summary of Moment Values Summary of Shear Values M V ^„Cd c F/y . C_r Cm Cf Mactial ftHlesign Fb-allow Vactial fv-design Fv-allow 0,342 0,200 1000 1000 1000 1000 1.000 5 22 991 50 2,900 00 1.73 58.08 290 00 1000 1.000 1.000 1.000 0 680 0 388 1000 1000 1000 1.000 1000 10.39 1,97277 2,900.00 3 35 11247 290,00 1000 1000 1000 1000 0.595 0,341 1000 1000 1000 1000 1000 910 1,726 94 2,90000 294 98 87 290 00 1,000 1.000 1000 1,000 0 595 0 341 1000 1000 1000 1000 1000 910 1,726 94 2,900 00 2 94 98 87 290 00 1000 1000 1.000 1000 0 595 0 341 1000 1 000 1000 1.000 1000 9.10 1,72694 2,900.00 2 94 98 87 290 00 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title: Barelmann Residence Dsgnr' RDS Project Desc New single family house Projxt Notes • Job* 11-044 n Pnnted 27 JUL 2011, 510PM SiiMiiKiiillil .WM^efit^-SFile:-C:\Db&Mnts aa.Se^ 1 Lie. #: KW-06008266 1 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description . RB# 12 Revised Overall Maximum Deflections - Unfactored,Loads: Load Combination Span Max "-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr 1 Vertical Reactions - Unfactored 0.3768 5198 OOOOO 0.000 Support notaton Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3,353 D Only 1 735 LrOnly 1618 D+Lr 3 353 3 381 1616 1.765 3 381 Title Blxk Line 1 Title. Barelmann Residence Job* 11-044 w Dsgnr: RDS ^ ° Projxt Desc • New single family house You xn changes this area using the "Settings" menu item Title. Barelmann Residence Job* 11-044 w Dsgnr: RDS ^ ° Projxt Desc • New single family house and then using the "Printing & Title Block" selxtion. Projxt Notes Title Blxk Une 6 Pnnted 25JUL2011,1057AM '«y*ood'j-Beam?^'4«^ litiLiiJjle-•c.\I^ur«ii#aml'Setti#\B6b\M/Docum^ Wi^MSi^fWSiBl' dl5|#'j|#S^ij^jMfg:^M|f6ui^ 1 Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC • Descnption: RB#13 Trellis Beam Material Properties Calculation^s^er ND^S 2005^ IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension 1350 psi £. Modulus of Elasticity Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-Pril 925 psi Eminbend-XX 580 ksi Fc - Perp 625 psi Fv 170 psi Ft 675 psi Density 32 21 pcf Beam Bracing • Beam is Fully Braced against lateral-torsion buckling Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species ' Douglas Fir - Larch Wood Grade : No 1 0(0.0275)^Lr(0 055) 6x8 Span = 13.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load. D = 00050, Lr = 0 010 ksf. Tributary Width = 5 50 ft DESIGN suMMARy : : _ V .(' i f Maximum Bending Stress Ratio = 0.30Q 1 Section used for this span 6x8 fb . Actual = 405 OOpsi FB: Allowable = 1,350.00 psi Load Combination +0+Lr+H Lxation of maximum on span = 6.500ft Span # where maximum xcurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 115 in Max Upward L+Lr+S Deflection 0 000 in Max Downward Total Deflection 0.173 in Max Upward Total Deflection 0 000 in Maximum Shear Stress Ratio Section used for this span fv. Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum xcurs Ratio = 1354 Ratio = 0 <360 Ratio = 903 Ratio = 0 <180 Design OK 0.104 :1 6x8 17 75 psi 170 00 psi +0+Lr+FI 12415f( Span # 1 Maxiih.umj0rcesMStfess^^^^^ Load Combination Max Stiess Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V Cd ._ Cp/V _.Cr ^ C m Cf Mactual ftHlesign Pb-allow Vactial fv-design Fv-allow •HJ Lengtti = 13.0 ft 1 0100 0.035 1.000 1.000 1.000 1 000 1.000 0 58 135 20 1,350 00 016 592 170 00 +0+Lr+FI 1000 1000 1000 1000 Length = 13.0 ft 1 0.300 0,104 1.000 1000 1000 1000 1.000 174 405 60 1,350.00 049 17 75 170.00 +O+0.750Lr+0 750L++H 1000 1000 1.000 1,000 Lengtti = 13.0 ft 1 0250 0.087 1000 1000 1.000 1.000 1000 145 338,00 1,350 00 041 14.79 17000 +0+0 750Lr+0.750L+0 750W+H 1000 1000 1000 1000 Lengtti =13 Oft 1 0,250 0 087 1.000 1O00 1000 1000 1000 145 338 00 1,350 00 041 14 79 170,00 +O+0 750Lr+O 750L+0.5250E+tl 1000 1000 1000 1000 Lengtti =13 Oft 1 0,250 0 087 1000 1000 1000 1000 1000 145 33800 1,350 00 0.41 14 79 170 00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max,"-" Defl Location in Span Load Combination Max. •+" Defl Locaton in Span D+Lr 1 0 1727 6565 OOOOO OOOO Title Blxk Line 1 You xn changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Line 6 Title • Barelmann Residence Dsgnr: RDS Project Desc' New single family house Projxt Notes' Job* 11-044 Pnnted 26 JUL 2011,10 57AM Wood Beam Lie. # : KW-06008266 ' 3ii4f^l IvCfJ /o""i*;:l%%-8-?i^»S4iRle"c.^D6cumM Setti[qs\Bob\t^,C)(jcumep\ENERpAUCt)aa"F|le5\11|0§?l)arelni£nhiunibef.«4v;:|| Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description. RB# 13 Trellis Beam Vbrticai Reactions - Unfactored Support notation' Far left is #1 Values in KIPS Load Combinaton Support 1 Support 2 Overall MAXimum DOnly LrOnly D+Lr 0.536 0.179 0 358 0 536 0 536 0.179 0 358 0 536 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO 4^0 OF- CALCULATED BY. CHECKED BY SCALE (2.S DATE- DATE- A C 64'\ C4^> N/^^< .jl;^!*- ^ ib^oS^' ~ 1— MWOUCT 204-1 /A/ggg/lric Grotnn, M»n. 01471 'Ob 4. / .5".* JOB-±1. SHEET NO J i OF SOWARDS AND BROWN ENGINEERING £,5 ^ITTTu 2187 Newcastle Ave., Suite 202 CALCULATED BY tl DATE f / / '^^ CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE- 6. 7, Uox5 s 4 ^ ,^h"^ fROOUnZOH (NSSsJIx.. Man. Mus. 01471 Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection. Title Blxk Une 6 Title: Barelmann Residence Dsgnr: RDS Projxt Desc' New single family house Projxt Notes. Job* 11-044 Lie. #: KW-06008266 Wood I Description FB#1 GndD Material Properties Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 icensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wood Species Wxd Grade iLevel Truss Joist , Parallam PSL 2.0E Beam Bracing . Beam is Fully Braced against lateral-torsion buckling D(0 128) Fb Tension 2,900 0 psi £. Modulus ofElasficify Fb Compr 2,900.0 psi Ebend- xx 2,000 Oksi Fc-Pril 2,900.0 psi Eminbend - xx 1,016 54 ksi Fc-Perp 750 0 psi Fv 290 0 psi Ft 2,025 Opsi Density 32.210pcf 0(0 07) L(0 28) 5 25x11 875 Span = 5 50 ft AppiiediLoads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Unifonr Load D = 0 010, L = 0 040 ksf, Tnbutary Width = 7 0 ft, (FIxr) Uniform Load D = 0,0160 ksf, Tnbutary Width = 8 0 ft, (Wall) DESIGNSUMMARY Maximum Bending Stress Ratio = 0.062 1 Section used for this span 5.25x11.875 AD: Actual = 180.91 psi FB Allowable = 2,900.00psi Load Combination +0-+L+FI Location of maximum on span = 2.750 ft Span * where maximum xcurs = Span * 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 004 in Max Upward L+Lr+S Deflection 0 000 in Max Downward Total Deflection 0.007 in Max Upward Total Deflection 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv' Allowable Load Combination Location of maximum on span Span * where maximum xcurs Ratio = 16641 Ratio = 0 <360 Ratio = 9472 Ratio = 0 <180 Desian OK 0.073 : 1 5.25x11.875 21.16psi 290.00 psi +D+L+H 0 000 ft Span # 1 :Maximum; Fbrces;& Sti'essesfor Load:Combih^ Load Combinaton Max Sfress Ratos Summaiy of Moment Values Summap of Shear Values Segment Lengtti Span* M v . Cd... .CF/V „-.Cr. _ C m Cf _ Mactual ftHlesign Pb-allow Vactual fv-design Fv-allow •HJ Lengtii = 5.50 ft 1 0.027 0 031 1000 1000 1000 1.000 1 000 0 80 77 94 2,900 00 0 38 912 290.00 +0+L+tH 1000 1.000 1000 1.000 Lengtti = 5,50 ft 1 0 062 0.073 1000 1,000 1.000 1,000 1000 1.86 18091 2,90000 0 88 21,16 290,00 +O+0,750Lr+0 750L+H 1000 1000 1000 1.000 2,90000 Lengtti = 5 50 ft 1 0 054 0 063 1000 1000 1000 1000 1000 1.60 15517 2,90000 0 75 1815 290 00 +O+0750L+0 750S-<+t 1.000 1.000 1000 1000 Lengtti = 5 50 ft 1 0 054 0 063 1.000 1.000 1000 1,000 1000 1.60 155.17 2,900.00 0,75 1815 290 00 +O+0 750Lr+O 750L+O 750W-+I 1000 1000 1000 1000 Length = 5 50 ft 1 0 054 0 063 1000 1000 1000 1000 1.000 1.60 15517 2,900.00 0 75 1815 290.00 +0+0 750L+0 750S+0 750W+W 1.000 1,000 1.000 1,000 2,900.00 Lengtti = 5 50 ft 1 0 054 0 063 1000 1.000 1000 1000 1.000 160 155,17 2,90000 0.75 1815 290 00 +0+0 750Lr+O 750L+0.5250E+Fi 1000 1.000 1000 1000 Lengtti = 5 50 ft 1 0 054 0 063 1000 1000 1000 1000 1 000 160 15517 2,900 00 0 75 1815 290 00 Title Block Une 1 You xn changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Une 6 Title: Barelmann Residence Dsgnr' RDS Projxt Desc' New single family house Projxt Notes. Job* 11-044 ^3 Pnnted 28 JUL 2011, 8 30AM mil 1le1:C'\D6 caimefifeinc lisfgt»sgV"giiEiffR<^c:#G.t}9^^ ILie.*: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description. FB# 1 Gnd D Load Combination Max Sfress Ratios Segment Lengtti Span* M V Cd Cp/V C r Cm Cf Summary of Moment Values Summary of Shear Values Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +0+0 750L+O 750S-HD,5250E+H Lengtti = 5 50 ft 1 0 054 0 063 1 000 . Overall Maximum Deflections -.Uiifactbred Loads 1,000 1 000 1000 1,000 1,000 1 000 1000 1000 1 60 155.17 2,90000 0.75 1815 290 00 Load Combination Span Max "-" Defl Locaton in Span Load Combination Max "+"Defl Location in Span D+L Vertical Reactions - Unfactored 00070 2 778 Support notation Far left is #1 OOOOO Values in KIPS OOOO Load Combinaton Overall liilAXimum DOnly LOnly D+L Support 1 1353 0 583 0 770 1.353 Support 2 1353 0.583 0 770 1,353 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title. Barelmann Residence Dsgnr. RDS Projxt Desc. New single family house Projxt Notes: Job* 11-044 Pnnted 28 JUL 2011, 8 32AM Lie. #: KW-06008266 Descnption : FB# 2 Gnd 6 Material Properties Analysis Method' Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Spxies Wood Grade iLevel Truss Joist , Parallam PSL 2 OE Beam Bracing , Beam is Fully Braced against lateral-torsion buckling ieensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi £; Modulus ofElasficify Ebend-xx 2,000.0ksi Eminbend-xx 1,016 54ksi Density 32.210pcf D(0 414)L(0 56)p(o .,2g^ ^ 6(0 01)*L(0Q?r D(0 128) D(0 0iyL(0 04) D(0 128)P(°-583) L(0 77) Dt0 016|L(0 0^) ^ 5.25x11.875 Span = 3 30 ft 5.25x11.875 Span = 7 50 ft 5 25x11 875 Span = 3.30 ft Applied^Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 PointLoad D = 04140, L = 0560k@0.0ft Uniform Load' D = 0010, L = 0.040 ksf, Tributary Width = 1,0 ft, (Floor) Uniform Load D = 0 0160 ksf, Tnbutary Width = 8 0 ft, (Wall) Load for Span Number 2 Uniform Load D = 0 010, L = 0 040, Tributary Width = 1 0 ft, (Floor) Uniform Load D = 0 0160 ksf. Tributary Width = 8.0 ft, (Wall) Load for Span Number 3 PointLoad D = 0,5830, L = 0 770k(g)3 30ft Uniform Load • D = 0 0160, L = 0 040, Tributary Width = 1 0 ft, (Floor) Uniform Load D = 0 0160 ksf. Tributary Width = 8 0 ft, (Wall) DESIGN SUMMARY _ . ; .: Maximum Bending Stress Ratio = Section used for this span fb. Actual FB Allowable Load Combination Lxation of maximum on span Span # where maximum oxurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.186 1 5.25x11.875 539 05 psi 2,900 OOpsi +0+L+H 7 500ft Span * 2 0 046 in -0 019 in 0 084 in -0 032 in Ratio = Ratio = Ratio = Ratio: Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum oxurs 1734 4860 944 2800 Design OK 0.151 : 1 5.25x11.875 43.69 psi 290.00 psi +0+i+H 7 500 ft Span * 2 Maxiipufn Foi-ces & Stresses for Load Combinations Load Combinaton +0 Max Stress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V Cd. c F/y Cr C tri Ct Mactual ftj-design Fb-allow Vactual fv-design Fv-allow Lengtti = 3 30 ft 1 0 074 0076 1000 1 000 1000 1000 1000 -219 213 33 2,900 00 0 92 2203 290 00 Lengtti = 7 50 ft 2 0 093 0079 1000 1000 1000 1000 1000 -2 78 270 75 2,900 00 0 95 2292 290 00 Lengtti = 3 30 ft 3 0 093 0 079 1000 1000 1000 1000 1 000 -2 78 270 75 2,900 00 0 95 22 92 290 00 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Pnnting & Title Block" selxtion. Title Blxk Une 6 Title Barelmann Residence Dsgnr: RDS Projxt Desc. New single family house Projxt Notes: Job* 11-044 4-^ Pnnted 28 JUL 2011, 8 32M/I Lie. #: KW-06008266 Description. PB# 2 Gnd 6 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combinaton Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V Cd Cp/V Cr C m Cf Mactual ft)-design Fb-allow Vactial fv-design Fv-allow +0+L+H 1000 1.000 1000 1000 Lengtti = 3 30 ft 1 0143 0133 1000 1000 1,000 1.000 1000 4 26 414 24 2,90000 1.61 38 67 290 00 Lengtti = 7 50 ft 2 0186 0151 1000 1000 1000 1000 1000 -5 54 539 05 2,90000 182 43 69 290.00 Lengtti = 3 30 ft 3 0186 0151 1000 1000 1000 1000 1000 -5 54 539 05 2,90000 182 43 69 29000 +O+0 750Lr+O750L+H 1000 1000 1000 1,000 Lengtti = 3 30 ft 1 0126 0119 1000 1000 1000 1 000 1000 -3.74 364 01 2,90000 1,43 34 51 290.00 Length = 7 50 ft 2 0163 0133 1000 1000 1000 1000 1000 •4 85 471 97 2,90000 160 38 50 290 00 Lengtti = 3 30 ft 3 0163 0133 1000 1000 1000 1000 1000 4 85 471 97 2,900 00 1.60 38.50 290,00 +O+0 750L+0 750S+FI 1 000 1000 1000 1000 Lengtti = 3 30 ft 1 0126 0119 1000 1000 1000 1000 1000 -3 74 364 01 2,90000 1.43 34 51 290 00 Lengtti = 7 50 ft 2 0163 0133 1000 1000 1000 1000 1000 -4 85 471,97 2,900.00 160 38 50 290 00 Lengtti = 3,30 ft 3 0163 0,133 1,000 1000 1.000 1000 1.000 4 85 471 97 2,900.00 160 38 50 290 00 +O+0 750Lr+0 750L+0 750W-^ 1000 1 000 1000 1000 Lengtti = 3 30 ft 1 0126 0119 1000 1000 1000 1000 1.000 -3 74 364 01 2,900,00 143 34 51 290 00 Lengtti = 7 50 ft 2 0163 0133 1,000 1000 1.000 1 000 1000 4 85 471 97 2,900 00 1,60 3850 290 00 Lengtti = 3 30 ft 3 0163 0133 1000 1000 1000 1000 1,000 4 85 471 97 2,90000 1.60 38.50 290.00 +O+0 750L+O.750S-K) 750W+H 1000 1,000 1000 1.000 Lengtti = 3 30 ft 1 0126 0119 1 000 1000 1000 1 000 1000 -3 74 364 01 2,900,00 143 34 51 290 00 Lengtti = 7,50 ft 2 0163 0133 1.000 1.000 1000 1000 1.000 4 85 471 97 2,900 00 160 38.50 290.00 Lengtti = 3 30 ft 3 0163 0133 1000 1000 1000 1000 1000 4 85 471.97 2,900.00 160 38 50 290 00 +O+0 750Lr+0 750L-tO 5250E+H 1.000 1 000 1.000 1000 Lengtti = 3 30 ft 1 0,126 0119 1000 1000 1000 1000 1000 -3.74 364 01 2,900.00 143 34 51 290.00 Lengtti = 7 50 ft 2 0163 0133 1.000 1000 1000 1,000 1000 4 85 471.97 2,900,00 1.60 38 50 290 00 Lengtti = 3 30 ft 3 0163 0133 1000 1000 1000 1000 1000 4 85 471 97 2,900 00 160 38.50 290.00 +O+0 750L+O.750S+O 5250E+H 1000 1 000 1000 1000 Lengtti = 3 30 ft 1 0126 0119 1000 1000 1000 1 000 1000 -3.74 364.01 2,90000 1.43 34.51 290.00 Lengtti = 7 50 ft 2 0163 0133 1000 1000 1000 1000 1000 4.85 471.97 2,900.00 160 38 50 290 00 Lengtti = 3 30 ft 3 0163 0133 1,000 1000 1000 1000 1000 4 85 471 97 2,900 00 160 38 50 290 00 Overall Maximum Deflections • Unfactored Loads Load Combinaton Span Max "-" Defl Locaton in Span Load Combinaton Max "+"Defl LocatoninSpan D+L D+L 00725 OOOOO 0 0839 OOOO OOOO 3 300 D+i Vertical Reactions • Unfactored Support notaton , Far left is #1 0.0000 -00321 OOOOO Values in KIPS OOOO 3892 3 892 Load Combination Overali MAXimum DOnly LOnly D+i Support 1 Support 2 2156 1406 0 750 2156 Support 3 2897 1 753 1.144 2 897 Support 4 Title Blxk Une 1 You xn changes this area using the "Settings' menu item and then using the "Pnnting & Title Blxk" selxtion Title: Barelmann Residenx Dsgnr: RDS Projxt Desc: New single family house Projxt Notes • Job* 11-044 4^ Pnnted 25 JUL 2011, 5 23PM 4.", '.•-•'^ -s'ij iil/tW? v»lS5rtFile-'c:\Dbbum( Sitsiffiti Settings\Bbb%,D(Simlnts\EflERGALCC)ataflfefl1;044-tia^ \ 1 Lie. #: KW-06008266 • • Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption - FB# 3 Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Compr 2900 psi Fc-Prll 2900 psi Fc - Perp 750 psi Fv 290 psi Ft 2025 psi Beam Bracing , Beam is Fully Braced against lateral-torsion buckling Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension 2900 psi £' Modulus of Elasticity Wood Species , iLevel Truss Joist Wood Grade Parallam PSL 2.0E Ebend-xx 2000 ksi Eminbend - xx 1016 535 ksi Density 32.21 pcf I D(0 120)- 0(1 466) L(1 604) 0(0 120) 5: O(0Q10)^L(^PQ4(^^^^ 0(1 186) L(1.35) 0(0 120) i i i ^ 5 25x11 875 5 25x11.875 Span = 2 0 ft Span = 2 O ft 5.25x11.875 Span = 10.0 ft 5 25x11.875 Span = 2.0 ft Applied Loads ^ _ _ _ j _ Beam self weight calculated and added to loads Loads on all spans . Unifomi Load on ALL spans, D = 0 010, L = 0.040 k/ft. Tributary Width = 1 0 ft Load for Span Number 1 Uniform Load D = 0,0160 ksf. Tnbutary Width = 8 0 ft, (Wall) Load for Span Number 2 Uniform Load D = 0 0160 ksf, Tnbutary VWdth = 8 0 ft, (Wall) Load for Span Number 3 Uniform Load D = 0.0160 ksf, Tnbutary Width = 8 0 ft, (Wall) Point Load D = 1 466, L = 1 604 k @ 0 50 ft, (RB* 2) Load for Span Number 4 Uniform Load D = 0 0160 ksf, Tributary Width = 8 0 ft, (Wall) PointLoad- D=1186, L= 1 350k@00ft,(RB#4) DESIGNSUMMARY , Maximum Bending Stress Ratio = 0.084 1 Section used for this span 5.25x11.875 fb Actual = 242 75psi FB. Allowable = 2,900.00psi Load Combination +D+L+I-I Location of maximum on span = 2,000ft Span # where maximum oxurs = Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.003 in Ratio = Max Upward L+Lr+S Deflection 0 000 in Rat'o '• Max Downward Total Deflection 0 011 in Ratio • Max Upward Total Deflection -0.001 in Ratio • Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span * where maximum oxurs 41531 0<360 11124 28575 Design OK 0.088 : 1 5.25x11.875 25 50 psi 290 00 psi +0+i+H 1.020 ft Span #2 Maximum.Forces & Stresses for Load Combinations Load Combinaton Segment Lengtti Lengtti = 20 ft Lengtti = 2 0 ft Span* 1 2 Max Sfress Ratios ~"M \r 0010 0,042 0 055 0 055 Cd Cp/V Cr Cm Cj 1 000 1 000 1.000 1 000 1 000 1000 1 000 1 000 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fti-design Fb-allow -0 30 -1 63 29.55 2,900 00 158 19 2,900 00 Vactual fv-design Fv-allow 0 51 12 26 290 00 066 15 99 290 00 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Line 6 Title. Barelmann Residence Dsgnr: RDS Project Desc • New single family house Project Notes - Job* 11-044 Pnnted 26 JUL 2011, 5 23PM WnnH Rpam 'V<-f^ '''f.fiS'H Eile:lc.\Do ;Settlngs\Bob\My jDdcumerils\ ENERGALem iBfes\ll}044'l ,V.V>OOU|: DcdIII i^fi:'-f' if/l;EllEI 3;|)1lrBji|d-6 Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption - FB# 3 Load Combinaton Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V Cd CpA/ Cr C m Ct Mactual ft5-design Pb-allow VachJal fv-design Fv-allow Lengtti = 100ft 3 0.055 0 055 1000 1000 1000 1000 1000 -1 63 158.19 2,900 00 0 67 16 09 290 00 Lengtti = 20 ft 4 0041 0 055 1,000 1000 1000 1.000 1.000 -1 22 118 88 2,90000 061 1609 290.00 +0+L+W 1000 1 000 1000 1000 Lengtti = 20ft 1 0 013 0 072 1000 1000 1 000 1000 1000 -0 38 37 33 2,90000 0 86 20,79 290.00 Lengtti = 2 0 ft 2 0 084 0 088 1000 1000 1000 1000 1000 -2 50 242 75 2,900 00 1,06 25,50 29000 Lengtti = 10 0 ft 3 0 084 0 088 1000 1000 1000 1000 1000 -2 50 242 75 2,900 00 0 87 25 50 29000 Lengtti = 20ft 4 0 054 0 088 1000 1000 1000 1000 1000 -1 61 156 91 2,900 00 0.81 25 50 290.00 +O+0 750Lr+O 750L+FI 1.000 1000 1000 1000 Lengtti = 20 ft 1 0.012 0 064 1000 1000 1000 1000 1000 -036 35.39 2,900 00 0.78 18.66 290.00 Lengtti = 2 0 ft 2 0 076 0,080 1000 1000 1000 1000 1.000 -2 28 221 61 2,900 00 0 96 2312 290O0 Lengtti = 10 Oft 3 0 076 0 080 1000 1000 1000 1000 1000 -2 28 221.61 2,900.00 0.82 2312 290 00 Lengtti = 20ft 4 0 051 0 080 1.000 1000 1000 1000 1000 -152 147 40 2,900.00 0 76 2312 29000 +0+0 750L+0 750S+H 1000 1000 1000 1000 Lengtti = 2 0 ft 1 0012 0 06^1 1000 1.000 1 000 1.000 1.000 -0,36 35 39 2,90000 0 78 1866 29000 Lengtti = 2,0 ft 2 0 076 0 080 1000 1.000 1.000 1000 1,000 -2,28 221 61 2,90000 0 96 23.12 290,00 Lengtti = 10 Oft 3 0076 0 080 1000 1000 1000 1000 1000 -228 221 61 2,900 00 0.82 23.12 29000 Lengfri = 2 0 ft 4 0 051 0,080 1 000 1000 1 000 1.000 1 000 -1 52 147 40 2,900 00 0 76 2312 290 00 +O+0 750Lr+O 750L+O 750W+H 1000 1 000 1000 1 000 Lengtti = 2 0 ft 1 0012 0 064 1000 1000 1000 1000 1000 -0 36 35 39 2,900 00 0 78 18 66 290.00 Lengtti = 20ft 2 0 076 0 080 1000 1000 1000 1000 1000 -228 22161 2,900 00 0,96 23.12 290 00 Lengtti = 10,0 ft 3 0 076 0 080 1000 1.000 1 000 1000 1000 -2 28 221 61 2,90000 0.82 2312 29000 Lengtti = 2 0 ft 4 0 051 0 080 1000 1000 1000 1000 1000 -1 52 147 40 2,900 00 0.76 23,12 290.00 +0+0 750L+0,750S+0 750W+H 1.000 1 000 1000 1000 2,900 00 Lengtti = 20 ft 1 0,012 0.064 1000 1000 1.000 1,000 1000 -0 36 35.39 2,900.00 0 78 18 66 290 00 Lengtti = 2.0 ft 2 0076 0 080 1.000 1000 1000 1000 1000 -2 28 221 61 2,900 00 0 96 23.12 290 00 Lengtti = 10 Oft 3 0 076 0 080 1.000 1 000 1000 1000 1000 -2 28 221 61 2,900 00 0 82 23.12 290.00 Lengtti = 2 0 ft 4 0 051 0.080 1.000 1000 1000 1000 1.000 -1.52 147 40 2,900 00 0 76 23.12 290.00 +0+0 750Lr+O 750L-tO 5250E+fl 1 000 1000 1000 1.000 Lengtti = 20 ft 1 0 012 0 064 1.000 1000 1000 1.000 1.000 -0 36 35 39 2,900.00 0 78 18 66 290.00 Lengtti = 2 0 ft 2 0.076 0 080 1,000 1 000 1,000 1000 1000 -2 28 221 61 2,900.00 0.96 23.12 290 00 Length = 100ft 3 0076 0080 1000 1000 1000 1000 1,000 -228 221 61 2,90000 082 2312 29000 Lengtti = 2 0 ft 4 0 051 0 080 1000 1000 1000 1000 1 000 -1 52 147 40 2,90000 0.76 23.12 290 00 +0+0 750L+O 750S+0 5250E+H 1000 1000 1000 1 000 Lengtti = 2 0 ft 1 0 012 0 064 1000 1000 1 000 1000 1000 -0 36 35 39 2,900,00 0 78 18 66 290 00 Lengtti = 20ft 2 0076 0080 1000 1000 1000 1.000 1,000 -2 28 221 61 2,90000 096 2312 29000 Lengtti = 10 Oft 3 0 076 0 080 1000 1.000 1.000 1000 1.000 -2 28 221.61 2,900 00 0 82 23,12 290 00 Length = 2 0 ft 4 0 051 0080 1000 1000 1000 1,000 1000 -1 52 147.40 2,900,00 0 76 2312 290 00 Overall Maximum Deflections • Unfactored L^iads, Load Combination Span Max "-" Defl Location in Span Load Combination Max "+"Defl Location in Span D+L D+i Vertical'Reactioris - Unfactored - 00029 OOOOO 0 0108 OOOOO OOOO OOOO 4 898 4,898 D+i D+i Support notation. Far left is *1 0.0000 -0 0008 OOOOO -0.0005 Values in KIPS 0.000 1.143 1.143 0.857 ioad Combination iDverairMAXirhuffi DOnly LOnly D+i Support 1 Support 2 -0480' -0 206 -0 275 -0480 Support 3 5'212 3,006 2 206 5,212 Support4 '4T60" 2,742 1818 4 560 Support 5 ^^615 -0 459 -0.156 -0615 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection Title Blxk Une 6 Title. Barelmann Residence Dsgnr- RDS Projxt Desc. New single family house Projxt Notes: Job* 11-044 Pnnted 28 JUL 2011, 841AM 42 lTCntsktoSettirigs\BbB\MyjDa«iW6\ENER(S«^ 1 Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description FB# 4 Material Properties Analysis Method' Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-OS Wxd Spxies Wood Grade Beam Bracing Fb-Tension 2,900.0 psi Fb-Compr 2,900.0 psi Fc-Pril 2,900 Opsi Fc - Perp 750.0 psi Fv 290 0 psi Ft 2,025 Opsi Beam is Fully Braced against lateral-torsion buckling I Level Truss Joist Parallam PSL 2 OE £: Modulus ofElasficify Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 32.21 Opcf D(1 091) L(0.903) D(0.01330) L(0 05320) 5.25x11.875 Span = 2.50 ft 5.25x11.875 Span = 12 50 ft Applied Loads Service loads entered Load Factors will be applied for calculations D = 0.010, L = 0.040 k/ft, Tnbutary Width = 1 330 ft Loads on all spans., Unifomi Load on ALL spans Load for Span Number 1 Point Load D = 1.091, L = 0 9030 k 0) 0 0 ft, (RB* 6) , DES/GW Si/M)MA)?y. : :, . , ' Maximum Bending Stress Ratio = Section used for this span fb Actual FB Allowable Load Combination Lxation of maximum on span Span * where maximum oxurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.174 1 Maximum Shear Stress Ratio 5.25x11.875 Section used for this span 505 02 psi fv - Actual 2,900.00psi Fv Allowable +0+L+H Load Combination 2 500ft Lxation of maximum on span Span * 1 Span * where maximum oxurs 0.023 in Ratio = 2620 -0.011 in Ratio = 14031 0.061 in Ratio = 990 -0 039 in Ratio = 3887 Design OK 0.174 1 5.25x11.875 50.41 psi 290 00 psi +D+i+fl 1 519ft Span * 1 jMaximum;F6rceV&StressesifdELoad%dmbin^^^^ Load Combinaton Max Sfress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V .„Cd Cp/y _,Cj_. Cm ___CL. . Mactual ftwiesign Fb-allow Vachial fv-design Pv-allow +0 Lengtti = 2 50 ft 1 0.093 0092 1000 1.000 1000 1000 1,000 -2 77 269 30 2,900 00 1.11 26.74 290.00 Lengtti = 12 50 ft 2 0 093 0092 1000 1,000 1.000 1.000 1000 -2 77 269.30 2,90000 029 26 74 290 00 +0+L+H 1000 1.000 1.000 1000 Lengtti = 2 50 ft 1 0174 0174 1.000 1.000 1000 1000 1.000 -519 505 02 2,900.00 2.10 50 41 29000 Length = 12 50 fl 2 0.174 0,174 1.000 1000 1.000 1,000 1.000 -5.19 505 02 2,900.00 0 77 50.41 290 00 +0+0 750Lr+O 750L++H 1000 1000 1000 1000 Lengtti = 2 50 ft 1 0154 0153 1.000 1000 1000 1,000 1.000 4.59 446 09 2,900,00 185 44 49 29000 Lengtti = 12 50 ft 2 0154 0153 1000 1000 1000 1000 1000 4 59 446 09 2,900 00 065 44 49 290 00 +0-tO 750L+O750S+H 1000 1,000 1000 1000 Lengtti = 2 50 ft 1 0154 0153 1000 1.000 1000 1000 1000 4 59 446 09 2,900.00 1.85 44 49 290,00 Lengtti = 12 50 ft 2 0154 0153 1000 1000 1000 1000 1.000 4 59 446 09 2,90000 0,65 44 49 29000 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title. Barelmann Residence Dsgnr: RDS Projxt Desc New single family house Projxt Notes. Job* 11-044 4^ Pnnted 28 JUL 2011. 841AM Lie. #: KW-06008266 Descnption. FB# 4 Load Combinaton L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Max Sfress Ratos Summary of Moment Values Summary of Shear Values Segment Length Span # M '' "v" Cd Cp/V Cf Cm Ct Mactual ft)-design Fb-alk)w Vadual fv-design Pv-allow +0-K) 750Lr-tO,750L+O 750W+fl 1000 1000 1000 1000 Lengtti = 2.50 ft 1 0.154 0,153 1.000 1000 1000 1000 1000 4 59 446 09 2,900,00 1.85 44 49 290.00 Lengtti = 12 50 ft 2 0154 0153 1000 1000 1.000 1.000 1000 4 59 446 09 2,900 00 0 65 44.49 290 00 +0+0 750L+O,750S+O 750W+H 1.000 1000 1000 1 000 Lengtti = 2,50 ft 1 0154 0,153 1000 1.000 1.000 1000 1000 4 59 446 09 2,900 00 185 44 49 290 00 Lengtti = 12 50 ft 2 0154 0153 1,000 1000 1000 1.000 1000 4 59 446 09 2,90000 065 44 49 290 00 +O+0 750Lr+O 750L+O 5250E+fl 1000 1000 1000 1000 Lengtti = 2 50 ft 1 0154 0153 1000 1000 1000 1 000 1000 4 59 446.09 2,90000 1 85 44,49 290 00 Lengtti = 12 50 ft 2 0154 0 153 1000 1000 1000 1 000 1000 4 59 446,09 2,90000 0 65 44 49 290 00 +O+0 750L+0 750S+O 5250E+H 1.000 1,000 1000 1000 Lengtti = 2 50 ft 1 0,154 0153 1000 1000 1.000 1,000 1.000 4 59 446 09 2,900 00 185 44 49 290 00 Lengtti = 12 50 ft 2 0154 0153 1.000 1.000 1000 1000 1 000 4 59 44609 2,90000 0.65 44 49 290.00 Overall Maxirnum Deflections - Urtfactored Loads - Load Combinaton Span Max "-" Defl Location in Span Load Combination Max.'+" Defl Location in Span D+L Vertical Reactions - Ur)factored 0 0605 0.0000 OOOO 0.000 D+L Support notation Par left is #1 OOOOO -00386 Values in KIPS OOOO 4 712 Load Combinaton Overall T^XinuTm DOnly LOnly D+i Support 1 Support 2 299T" 1429 1 562 2 991 Support 3 0T39' -0138 0139 OOOO Title Block Une 1 You can changes this area using the "Settings" menu item and then using the 'Pnnting & Title Block" selxtion Title Block Une 6 Title: Barelmann Residenx Dsgnr- RDS Projxt Desc,- New single family house Project Notes: Job* 11-044 5^ Pnnted 26 JUL 2011, 9 37A^.I Lie. # : KW-06008266 Description . FB# 5 Rim @ stairs Material Properties L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb-Tension 2600 psi Fb-Compr 2600 psi Fc-Prll 251 Opsi Fc - Perp 750 psi Fv 285 psi Ft 1555 psi Beam Bracing . Beam is Fully Braced against lateral-torsion buckling Wood Spxies Wood Grade - iLevel Truss Joist , MicroLam LVL 1.9 E £ • Modulus ofElasficify Ebend- xx Eminbend - xx Density 1900 ksi 965.71 ksi 32 21 pcf O(0.050| L(0.20) 1 75x11.875 1.75x11.875 Span = 6.0 ft Span = 4.0 ft Appliedlldads Service loads entered Load Factors will be applied for calculations Loads on all spans.. Unifomi Load on ALL spans D = 0 010, L = 0 040 k/ft, Tnbutary Width = 5 0 ft miSIGNmif^MARY^j : . . ; . Maximum Bending Stress Ratio = 0.098 1 Section used for this span 1.75x11.875 fb Actual = 255 29psi FB. Allowable = 2,600.00psi Load Combination +0+L+H Lxation of maximum on span = 6 000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 007 in Ratio = Max Upward L+Lr+S Deflection 0 000 in Ratio = Max Downward Total Deflection 0 009 in Ratio • Max Upward Total Deflection -0 001 in Ratio •• Maximum Shear Stress Rabo Section used for this span fv Actual Fv - Allowable Load Combination Lxation of maximum on span Span * where maximum xcurs 10434 0 <360 8347 69697 Design OK 0.166 : 1 1.75x11.875 47.17 psi 285.00 psi +D+1+H 5031ft Span * 1 Maxjitium Fprces & Jtrp^l^^br.llQad Combinatioiis' Load Combinaton Max Sfress Ratios Summaiy of Moment Values Summary of Shear Values Segment Lengtti Span* M V „ C_d_ c_F/y CL .Cm Ct.. Mactijal ft)-design Pb-allow Vactial fv-design Fv-allow +U Lengtti = 60ft 1 0,020 0.033 1000 1.000 1000 1000 1.000 -017 5106 2,60000 013 943 285 00 Lengtti = 40 ft 2 0.020 0,033 1000 1.000 1000 1000 1.000 -017 51 06 2,600 00 0 09 9 43 285.00 +0+i+H 1000 1000 1000 1000 Lengtti = 6 Oft 1 0.098 0.166 1000 1000 1000 1.000 1.000 -0 87 255 29 2,600 00 0.65 47.17 285 00 Lengtti = 4 Oft 2 0.098 0.166 1000 1000 1000 1000 1000 -0 87 255 29 2,600 00 0 47 4717 285.00 +O+0 750Lr+O.750L+H 1000 1000 1.000 1.000 Lengtti = 6 Oft 1 0 079 0i:32 1000 1.000 1000 1000 1000 -0 70 204 23 2,600 00 0 52 37.74 285 00 Lengtti = 40 ft 2 0 079 0132 1,000 1,000 1.000 1000 1000 -0.70 204 23 2,600 00 0 38 37 74 285 00 +D-tO750L+O750S+H 1000 1000 1000 1000 Lengtti = 60 ft 1 0 079 01.32 1000 1000 1000 1000 1000 -0 70 204 23 2,600 00 0 52 37 74 285 00 Lengfri = 40ft 2 0 079 0132 1000 1000 1000 1000 1000 -0 70 204 23 2,60000 0 38 37 74 285 00 +O+0.750Lr+O.750L+0.750W+H 1000 1000 1 000 1000 Lengtti = 60ft 1 0 079 0132 1000 1000 1000 1000 1000 -0 70 204 23 2,600 00 0 52 37.74 28500 Lengtti = 4 Oft 2 0 079 0132 1000 1000 1000 1.000 1000 -0 70 204 23 2,600 00 0 38 37 74 285 00 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion. Title Blxk Une 6 Title: Barelmann Residence Dsgnr: RDS Projxt Desc' New single family house Projxt Notes. Job* 11-044 Printed 26 JUL 2011, 9 37AM Lie. # : KW-06008266 Description: FB# 5 Rim @ Stairs L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Load Combinaton Max Sfress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span # M V Cd Cp/V Cr C m Ct Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +0+0 750L-K) 750S+O 750W+H 1000 1000 1000 1.000 Lengtti = 6 0 ft 1 0079 0132 1 000 1000 1000 1000 1000 -0 70 204 23 2,600 00 0 52 37 74 285 00 Lengtti = 4 0 ft 2 0079 0132 1000 1000 1000 1000 1000 -O70 204 23 2,600 00 0 38 37 74 285,00 +0+0 750Lr+0 750L+O 5250E+H 1000 1000 1000 1000 Lengtti = 60ft 1 0079 0132 1.000 1000 1000 1000 1 000 -0 70 204 23 2,60000 0 52 37 74 285 00 Lengtti = 4.0 ft 2 0 079 0132 1000 1 000 1000 1000 1000 -0 70 204 23 2,600,00 0 38 37.74 285 00 +O+0 750L+O.750S+O 5250E+H 1000 1000 1000 1000 Lengtti = 60ft 1 0 079 0132 1000 1000 1000 1000 1000 -0 70 204 23 2,600 00 0 52 37.74 285 00 Lengtti =40ft 2 0 079 0132 1000 1000 1000 1000 1000 -0 70 204 23 2,600 00 038 37 74 285 00 Overall Maximum.Def lections • Unfactored Loads Load Combinaton Span Max "-" Defl Location in Span Load Combinaton Max "+" Defl iocaton in Span D+L 1 0 0086 2 723 OOOOO OOOO D+L 2 0.0001 3108 D+i -00007 0 831 Vertical Reactions - Unfactored Support notaton Far left is *1 Values in KIPS Load Combinaton Overall MAXimum DOnly LOnly D+L Support 1 " 0 '604 ^ 0121 0 483 0 604 Support 2 ^1615 ' 0 323 1.292 1 615 Support 3 ""0281 ' 0 056 0 225 0 281 Title Block Une 1 You xn changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion. Title Blxk Line 6 Title Barelmann Residence Dsgnr, RDS Projxt Desc: New single family house Projxt Notes: Job* 11-044 Pnnted 26 JUL 2011 9 57AM mai6'and:Settings\Bob\%~[)(Siriente^ &ieiri(Mi<fdnip^.&£% J 1 Lie.*: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption FB#6 Material Properties <S>(Ho(C) Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wxd Species Wood Grade Beam Bracing Fb-Tension 2900 psi Fb - Compr 2900 psi Fc-Pril 2900 psi Fc - Perp 750 psi Fv 290 psi Ft 2025 psi Beam is Fully Braced against lateral-torsion buckling iLevel Truss Joist , Parallam PSL 2.0E £.- Modulus ofElasficify Ebend-xx 2000ksi Eminbend - xx 1016 535 ksi Density 32.21 pcf D(0 112)L(0 28) D(OI35ffipEft.C(58P) * D(0 442) L(0 467) t C (0*16) * D(0 1 I2I L(0 14) • i + 1 5 25x11 875 Applied Loads Span = 10 50 ft Servix loads entered Load Factors will be applied for calculations Beam self weight xlculated and added to loads Unifomi Load' D = 0 0160, L = 0 020 ksf, Tributary Width = 7 0 ft, (Rxf) Uniform Load' D = 0 0160 ksf, Tnbutary Width = 10 0 ft, (Wall) Unifomi Load, D = 0 010, L = 0 040 ksf, Tnbutary Width = 7 0 ft, (Floor) Uniform Load D = 0.0160, L = 0 040 ksf, Tnbutary Width = 7 0 ft, (Deck) Point Load' D = 0,1790, L = 0.3580 k @ 5,0 ft, (RB# 13) Point Load D = 0 4420, L = 0 4670 k @ 9 0 ft, (RB* 9) DESIGNSUMMARY Maximum Bending Stress Ratio = 0.608 1 Section used for this span 5.25x11.875 fb. Actual = 1,762.89psi FB Allowable = 2,900.00 psi Load Combination +D+L+H Location of maximum on span = 5,145ft Span # where maximum oxurs = Span * 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 148 in Ratio = Max Upward L+Lr+S Deflection 0 000 in Ratio = Max Downward Total Deflection 0 246 in Ratio = Max Upward Total Deflection 0 000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv. Actual Fv Allowable Load Combination Loxtion of maximum on span Span # where maximum oxurs 854 O<360 512 O<180 Design OK 0.503 : 1 5.25x11.875 145.87 psi 290.00 psi +0+i+H 9,555 ft Span # 1 Maximum Forces &_Stresses for Load (CJombinatidns, Load Combinatton Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V Cd CpA/ Cr Cm ^_Ct. Mactual ftHlesign Fb-allow Vactial fv-design Fv-allow •HJ Length = 10 50 ft 1 0 242 0.206 1000 1,000 1000 1000 1000 7 23 702 99 2,900 00 2 48 5964 290 00 +0+L+H 1.000 1000 1000 1000 Lengtti = 10 50 ft 1 0 608 0 503 1000 1000 1000 1000 1000 1813 1,762 89 2,900 00 606 145,87 290 00 +0+0 750Lr+O 750L+H 1000 1.000 1 000 1.000 Lengtti = 10 50 ft 1 0 517 0429 1000 1000 1000 1000 1000 15 40 1,497.90 2,90000 517 124 31 29000 +0+0 750L+0.750S-»H 1.000 1.000 1.000 1,000 Length = 10 50 ft 1 0.517 0429 1000 1000 1000 1000 1000 15 40 1,497 90 2,900 00 517 124 31 290 00 +D+0 750Lr+O 750L+O 750W++H 1000 1000 1000 1000 Lengtti = 10 50 ft 1 0 517 0 429 1000 1000 1000 1.000 1000 15 40 1,497 90 2,900 00 517 124,31 290 00 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion. Title Blxk Une 6 Title, Barelmann Residenx Dsgnr. RDS Projxt Desc: New single family house Projxt Notes. Job* 11-044 f2 Pnnted 26 JUL 2011, 9 57AM Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description' Load Combination Segment Length FB#6 Span* Max Sfress Ratios ""ivi' V •FA/ ' m Summary of Moment Values Mactual to-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow +0+0 750L+O 750S+O 750W+H 1 000 1 000 1 000 1 000 Length = 10 50 ft 1 0 517 0,429 1 000 1 000 1 000 1 000 1 000 +0+0 750Lr-tO 750L+O 5250E+FI 1 000 1 000 1 000 1 000 Lengtti = 10 50 ft 1 0,517 0 429 1 000 1 000 1 000 1 000 1 000 +O+0 750L+O 750S+O 5250E+H 1 000 1 000 1 000 1 000 Lengtti = 10 50 ft 1 0 517 0429 1 000 1000 1 000 1 000 1,000 Overall Maximum Deflections - Unfactored Loads 15 40 1,497 90 2,900 00 15.40 1,497.90 2,90000 15 40 1,497.90 2,900.00 517 124 31 290 00 517 124 31 290 00 517 124 31 290 00 Load Combination Span Max '-" Defl Location in Span Load Combination Max "+"Defl LocatoninSpan D+i Vertical Reactions - Unfactored 0 2459 5 303 Support notaton • Far left is #1 0,0000 Values in KIPS 0.000 Load Combination OveraHMAXimum" DOnly LOnly D+i Support 1 "^T543" 2 614 3 929 6 543 Support 2 "7 "167 2 921 4 246 7167 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Blxk' selxtion. Title Blxk Line 6 Title: Barelmann Residenx Dsgnr: RDS Project Desc: New single family house Projxt Notes. Job* 11-044 Pnnted 26JUL2011 1001AM Wood Bear ;ifcfe#i-**wllMfii& c.\D6cunfeits!aiid S >ettingS\B6b\MyD(x:iments)ENE9CALQ D&te\1,lJ(M4,bareWBiiri iuriiper.ec«?»| 1 Lie. # : KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption. FB#7 6^(1-10 {OJ Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb - Compr Fc-Prll 1350 psi 1350 psi 925 psi £' Modulus ofElasficify Ebend-xx Eminbend - xx 1600 ksi 580 ksi Wxd Species Wood Grade Beam Bracing . Douglas Fir - Larch - Perp No.l Fv Ft . Beam is Fully Braced against lateral-torsion buckling 625 psi 170 psi 675 psi Density 32.21 pcf D(0 07) L(0 28) D(0' ^6) + • 0(0 112 L(0 14) • t + 6x10 Span = 7 0 ft AppliedcLoads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Unifomn Load. D = 00160, L = 0020ksf, Tributary Width = 7 0 ft, (Rxf) Uniform Load. D = 0 0160 ksf, Tributary Width = 10 0 ft, (wall) Uniform Load. D = 0010, L = 0040 ksf. Tributary Width = 7 0 ft, (FIxr) DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span fb. Actual FB. Allowable Load Combination Lxation of maximum on span Span * where maximum xcurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.509: 1 6x10 687.38 psi 1,350.00psi +0+i+H 3 500ft Span # 1 0 036 in 0.000 in 0 067 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Loxtion ol maximum on span Span * where maximum oxurs Ratio = Ratio = Ratio = Ratio = 2309 0 <360 1253 0<180 Design OK 0.357 . 1 6x10 60.64 psi 170 00 psi +D+L+H 6 230 ft Span # 1 Maximuin; Forces &• Stresses for<Load$QmBinationsl Load Combination Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V _ _ C d .. _c F/y_ _Cr_ pm „ Ct__ _, Mactial ftKlesign Fb-allow Vactial fv-design Fv-allow +u Lengtti = 70 ft 1 0 233 0.163 1000 1.000 1000 1.000 1000 2,17 314 23 1,350 00 0 97 27,72 170.00 +0+L+H 1000 1.000 1,000 1000 Lengtti = 7 0 ft 1 0 509 0 357 1.000 1.000 1.000 1.000 1.000 4,74 687 38 1,35000 211 60 64 170.00 +O-K).750Lr+0750L+H 1000 1000 1000 1000 Lengtti = 7 0 ft 1 0440 0 308 1000 1000 1000 1000 1000 410 594,09 1,350 00 183 52 41 170 00 +O+0 750L+0 750S+H 1.000 1.000 1.000 1.000 Lengtti = 7 0 ft 1 0440 0,308 1000 1000 1000 1.000 1,000 4.10 594 09 1,35000 183 5241 170 00 +0-K) 750Lr-K).750L+O 750W+FI 1,000 1000 1000 1.000 Lengtti = 7.0 ft 1 0440 0 308 1.000 1,000 1.000 1000 1.000 410 594.09 1,35000 183 52 41 170 00 +0+0 750L+O.75OS+O 750W+H 1000 1,000 1000 1000 Lengtti = 7.0 ft 1 0.440 0.308 1000 1000 1000 1.000 1000 4.10 594 09 1,350,00 183 5241 170 00 +0+0 750Lr+0 750L+O 5250E+fl 1000 1.000 1000 1000 Title Block Une 1 You xn changes this area using the "Settings" menu item and then using the 'Printing & Title Block" selxtion Title Blxk Une 6 Titte' Barelmann Residenx Dsgnr: RDS Project Desc: New single family house Projxt Notes' Job* 11-044 Pnnted 26 JUL 2011,10 01AM ^lIp^a^Be^y^ cuments aiii :Settings\BobUi4y l>x5jmenls\ENERCALe'Data CT^M l-WjaBlifWi'n jijnip«.ec6/;2b iai^ajlRGjic?iNc!|^^^^ 1 Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption, FB# 7 Load Combinaton Segment Lengtti Span # Max Sfress Ratios M V Cd Cp/V C r Cpn Ct Summary of Moment Values Summary of Shear Values Mactual flj-design Fb-allow Vachial fv-design Fv-allow Lengtti = 7 Oft 1 0.440 0.308 1.000 +0+0 750L+0 750S+O 5250E+fl Lengtti = 70ft 1 0 440 0 308 1 000 Overall'Maximum Deflections-Utifactored Loads 1000 1.000 1000 1 000 1,000 1 000 1 000 1 000 1 000 1000 1000 1000 410 410 594,09 1,350.00 1 83 5241 170.00 594 09 1,350 00 1 83 52 41 17000 Load Combination Span Max "-" Defl Location in Span Load Combination Max "+"Defl LocatoninSpan D+i Vertical Reactions - Unfactored 0 0670 3 535 Support notation Far left is #1 OOOOO Values in KIPS OOOO Load Combinaton OveraHMAXimum DOnly LOnly D+i Support 1 " 2,708 " 1238 1470 2.708 Support 2 2,708 1238 1470 2,708 Title Blxk Une 1 You xn changes this area using the "Settings' menu item and then using the "Printing & Title Blxk" selection. Title Blxk Une 6 Title: Barelmann Residenx Dsgnr. RDS Project Desc: New single family house Projxt Notes Job* 11-044 Pnnted 26 JUL 2011,1009AM Lie. # : KW-06008266 Description: FB# 8 Typ Ext Hdr Material Properties Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb-Tension 1350 psi Fb - Compr 1350 psi Fc - Pril 925 psi Fc - Perp 625 psi Fv 170 psi Ft 675 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0 642) L(0 809) Wood Spxies - Douglas Fir - Larch Wxd Grade : No.l £ - Modulus ofElasficify Ebend-xx 1600 ksi Eminbend-xx 580 ksi Density 32 21 pcf 6x8 Span = 4 20 ft AppliedlLoads; Service loads entered Load Factors will be applied for calculations Uniform Load -0 = 0 6420, L = 0 8090, Tributary Width = 1 0 ft, (Cant Fir Jst) DESIGNSUMMARY Maximum Bending Stress Ratio = 0.552 1 Maximum Shear Stress Ratio = 0.463 : 1 Section used for this span 6x8 Section used for this span 6x8 fb Actual = 744.60 psi fv Actual = 78 67 psi FB: Allowable 1,350 OOpsi Fv - Allowable = 170 00 psi Load Combination +0+L+fl Load Combination +D+i+fl Lxation of maximum on span = 2100ft Location cf maximum on span = 3 591ft Span * where maximum oxurs = Span # 1 Span * where maximum oxurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.018 in Ratio = 2731 Max Upward L+Lr+S Deflection 0 000 in Ratio = 0 <360 Max Downward Total Deflection 0 033 in Ratio = 1522 Max Upward Total Deflection 0 000 in Ratio = O<180 fMaximutTi!Forces & Stresses for Load Cornbinations Load Combinaton Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V __Cd... Cf/y _C r. pm _iLt_. Mactual ft)-design Fb-allow Vachial fv-design Fv-altow +0 Lengtti =4.20 ft 1 0.244 0 205 1000 1.000 1000 1000 1000 142 329.45 1,350.00 096 34 81 17000 +0+i+fl 1000 1000 1.000 1.000 Lengtti = 4 20 ft 1 0 552 0 463 1000 1 000 1000 1.000 1000 3 20 744 60 1,350 00 216 78 67 170 00 +O+0 750Lr+0 750L+H 1000 1000 1000 1.000 Lengtti = 4 20 ft 1 0475 0 398 1000 1,000 1000 1000 1000 2 75 640.81 1,350 00 1,86 67 70 170.00 +O+0 750L+0,750S+H 1.000 1000 1000 1000 Lengtti = 4.20 ft 1 0475 0 398 1000 1000 1000 1.000 1000 2 75 640 81 1,350.00 186 67.70 170 00 +0+0 750Lr+0 750L+O,750W+H 1000 1000 1000 1000 Lengtti = 4 20 ft 1 0 475 0 398 1000 1000 1000 1000 1000 2,75 640 81 1,350 00 186 67 70 170 00 +0+0 750L+0 750S+0 750W+H 1000 1000 1000 1000 Lengtti = 4 20 ft 1 0 475 0 398 1000 1000 1000 1000 1000 2 75 640 81 1,350.00 186 67 70 170 00 +0+0 750Lr-K) 750L+O 5250E+H 1 000 1000 1000 1000 Lengtti =4 20 ft 1 0475 0 398 1000 1 000 1000 1000 1000 2 75 640 81 1,350,00 186 67 70 170.00 +O+0 750L+0 750S+O 5250E+H 1000 1000 1000 1000 Lengtti = 4 20 ft 1 0 475 0 398 1.000 1000 1000 1000 1000 2 75 640 81 1,350 00 1.86 67 70 170 00 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Printing & Title Blxk" selxtion Title Blxk Une 6 Title. Barelmann Residenx Dsgnr: RDS Projxt Desc: New single family house Projxt Notes: Job* 11-044 Pnnted 26 JUL 2011,1009AM ppiPeimriliii-?!? Lie. #; KW-06008266 Descnption. FB#8 Typ Ext Hdr Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Overall Maximum. Deflections - Unfactored:Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+L 1 Vertical:Reactions - Unfactored 0.0331 2.121 Support notation Far left is #1 OOOOO Values in KIPS OOOO Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 3 047 1348 1699 3 047 3 047 1348 1,699 3 047 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title' Barelmann Residence Dsgnr: RDS Project Desc: New single family house Projxt Notes: Job* 11-044 r2 Pnnted 26 JUL 2011,10 14AM K:4--iBi¥-f'f-^:fM£'fxMf^ g"a^a"Setb(igs\Bob\MyC)(xjumelits\ENERC^LC-Cg^p^ 1 Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description. FBE9 Typ Ext Hdr Material Properties Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wxd Species Wood Grade Beam Bracing : Douglas Fir - Larch : No 1 , Beam is Fully Braced against lateral-torsion buckling D(0 08) L(0 32) Fb Tension 1350 psi £. Modulus ofElasficify Fb Compr 1350 psi Ebend- xx 1600 ksi Fc Pril 925 psi Eminbend - xx 580 ksi Fc-Perp 625 psi Fv 170 psi Ft 675 psi Density 32.21 pcf • D(cfl6) * * • * i D(0 112) L(0 14) • 6x6 Span = 4 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Unifomi Load D = 0 0160, L = 0,020 ksf, Tributary Width = 7.0 ft, (Roof) Unifomi Load • D = 0 0160 ksf, Tributary Width = 10 0 ft, (Wall) Unifonn Load. D = 0 010, L = 0 040 ksf. Tributary Width = 8 0 ft, (FIxr) DESIJSNSUMMRY , . : Maximum Bending Stress Ratio Section used for this span flD Actual FB - Allowable Load Combination Lxation of maximum on span Span * where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.521: 1 6x6 702.80 psi 1,350 OOpsi +0+i+H 2.000ft Span * 1 0.022 in 0.000 in 0.039 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv • Actual Fv Allowable Load Combination Location of maximum on span Span * where maximum oxurs Ratio = Ratio '• Ratio = Ratio = 2192 0 <360 1242 O<180 Design OK 0.369 : 1 6x6 62 81 psi 170.00 psi +0+L+H 3.560 ft Span * 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span* M V Cd -C.F/y .__.Cj_ pm _.c.t.. Mactual ftHlesign Fb-allow Vachial fv-design Fv-allow •HJ Lengtti = 40ft 1 0.226 0160 1000 1000 1.000 1000 1.000 0 70 304.66 1,350 00 0 55 27,23 170,00 +0+L++H 1.000 1.000 1000 1000 Lengtti = 4 0 ft 1 0 521 0 369 1000 1000 1000 1000 1.000 162 702 80 1,350 00 1.27 62.81 170.00 +0+0 750Lr-K) 750L+W 1,000 1000 1000 1.000 Lengtti = 4 Oft 1 0 447 0 317 1.000 1000 1000 1000 1000 139 603.26 1,350,00 109 53 92 170 00 +0+0 750L-tO.750S+H 1000 1000 1000 1000 Lengtti = 4 Oft 1 0.447 0 317 1.000 1.000 1.000 1.000 1.000 1,39 603 26 1,350 00 109 53 92 170 00 +0+0 750Lr+0 750L+O 750W+H 1000 1000 1.000 1,000 Lengtti = 4.0 ft 1 0.447 0.317 1000 1.000 1.000 1.000 1000 139 603 26 1,350 00 1.09 5392 170 00 +0+0 750L+O 750S+0 750W+H 1000 1000 1000 1000 Length = 4 0 ft 1 0 447 0317 1000 1.000 1 000 1.000 1000 139 603.26 1,350.00 109 53 92 170 00 +0-K) 750Lr+O 750L+0 5250E+H 1.000 1.000 1,000 1.000 Lengtti = 4 0 ft 1 0 447 0,317 1000 1000 1000 1000 1 000 1 39 603 26 1,35000 109 53 92 17000 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk' selxtion. Title Blxk Une 6 Title • Barelmann Residenx Dsgnr- RDS Projxt Desc.- New single family house Project Notes. Job* 11-044 Pnnted 26 JUL 2011,1014AM i'f''f-'SiJ*'ifxifSai"iii C«j:'!i"/-Pile.'c\Do ^^h3^^.^f:f ^&ttings\Bob\%:D(xaj'ments\ENERCALe;t3|teBlestt,l^^ #-Jflti^&"J|jii.E¥^c|4c,l^^^^^ 1 Lie. #: KW-06008266 I L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Description - FBE 9 Typ Ext Hdr Load Combination Segment Length Span # Max Sfress Ratios M ^ ' V Cd CpA/ C r C m Cf Summary of Moment Values Summary of Shear Values Mactual ftHlesign Fb-altow Vactual fv-design Fv-allow +O+0.750L+0750S+0 5250E+H Lengtti = 4.0 ft 1 0447 0 317 1 000 Overall Maximum Deflections'- Unfactored Loads 1000 1,000 1.000 1,000 1 000 1 000 1000 1000 1,39 603 26 1,350.00 1 09 5392 170 00 Load Combinaton Span Max •-• Defl Locaton in Span Load Combination Max "+"Defl LocatoninSpan D+L Vertical Reactions - Unfactored 0 0386 2 020 Support notation Far left is #1 OOOOO Values in KIPS OOOO Load Combination Ove"rall MAXimum' DOnly LOnly D+L Support 1 1.624 " 0704 0 920 1624 Support 2 1624 0704 0 920 1.624 Title Blxk Une 1 You xn changes this area using the 'Settings' menu item and then using the 'Printing & Title Blxk' selxtion. Title Blxk Une 6 Title: Barelmann Residenx Dsgnr: RDS Projxt Desc. New single family house Projxt Notes: Job* 11-044 Pnnted 26 JUL 2011 1019AM lociShCTts'WISettirgs^iMy Dbcunients\ENERCALC;Dala Rles\11-044'l)aielrn»Wjunirer,a*|i^ Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description FB# 10 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method. Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wxd Spxies Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling D(0 056) Douglas Fir - Larch Nol 1350 psi 1350 psi 925 psi 625 psi 170 psi 675 psi £ - Modulus ofElasficify Ebend-xx Eminbend - xx Density 1600 ksi 580 ksi 32 21 pcf i 0(0 04)*L(0 05) * • t D(0 01121L(0 028) i * + i 1 6x6 Span = 6 50 ft Applied Loads Service lo.3ds entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Unifomi Load D = 00160, L = 0040ksf Tributary Width = 0 70 ft, (Deck) Unifomi Load D = 00160, L = 0,020 ksf, Tributary Width = 2 50 ft, (Roof eyebrow) Uniform Load D = 0 0160 ksf. Tributary Width = 3.50 ft, (Handrail) DESIGNSUMMARY Maximum Bending Stress Ratio Section used for this span Ib Actual FB . Allowable Load Combination Loxtion of maximum on span Span * where maximum xcurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.325 1 6x6 438 74 psi 1,350.00psi +D+L+H 3 250ft Span * 1 0 026 in 0 000 in 0 064 in 0.000 in Maximum Sheai Stress Ratio Section used for this span fv Actual Fv Allowable Lxd Combination Location of maximum on span Span # where maximum xcurs Ratio = Ratio: Ratio = Ratio = 3013 O<360 1224 0 <180 Design OK 0.157 ; 1 6x6 26 61 psi 170 00 psi +0+i+H 6 045 ft Span # 1 Maximum Fdrces-&Stress.es;f6RLoa^ Load Combinatton Max Stiess Ratios Summaiy of Moment Values Summary of Shear Values Segment Lengtti Span* M V ^ C d.. -C.fA/_ C.r pm . Cj Mactial ft}-design Fb-allow Vachjal fv-design Fv-allow +0 Lengtti = 6.50 ft 1 0.193 0093 1000 1000 1000 1,000 1000 0 60 260 47 1,350 00 0 32 1580 170 00 +0+L+W 1000 1000 1000 1000 Lengtti = 6 50 ft 1 0325 0157 1,000 1000 1000 1.000 1000 101 438 74 1,350 00 0 54 2661 170 00 +O+O750Lr+O750L+tH 1000 1.000 1000 1000 Lengtti = 6 50 ft 1 0 292 0141 1000 1000 1000 1000 1000 0 91 394 17 1,350.00 0.48 2390 170 00 +0+0 750L+O 750S+fl 1000 1000 1000 1000 Lengtti = 6 50 ft 1 0 292 0141 1,000 1000 1.000 1000 1000 0 91 394 17 1,350 00 0 48 23 90 170 00 +0+0 750Lr-K) 750L+O 750W+fl 1000 1000 1000 1000 Lengtti = 6 50 ft 1 0 292 0.141 1000 1000 1000 1000 1000 0 91 394 17 1,350 00 048 2390 170 00 +0-K) 750L+O 750S+O 750W+H 1.000 1000 1.000 1000 Lengtti = 6 50 ft 1 0 292 0141 1000 1000 1000 1000 1000 0 91 394.17 1,350 00 048 23.90 170 00 +0+0 750Lr+0 750L+0 5250E+H 1000 1000 1.000 1000 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Printing & Titte Blxk" selxtion Title Blxk Une 6 Title. Barelmann Residence Dsgnr: RDS Projxt Desc.- New single family house Projxt Notes. Job* 11-044 6( Pnnted 26 JUL 2011,10 19AM y4>~,^"iFite-*c.P9i|iniCTtslOT i Settiiigs\B<)b\My;0(Kurr|ents\ENEfteALC Oataffe\11'T<^'t«BlmannJunperiec6;iSb ;IISi3St4v^iifiNEg#Lc3^^^^ 1 Lie. #: KW-06008266 L eensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption. FB#10 Load Combination Segment Lengtti Span # Max Sfress Ratios "M V' C d Cp/V C r Cm Ct Summary of Moment Values Summary of Shear Values Mactual fts-design Fb-allow Vactual fv-design Fv-allow 0 292 0141 1000 Lengtti = 6 50 ft 1 +O+0 750L+O 750S+O 5250E+H Lengtti = 6 50 ft 1 0,292 0141 1000 Overall Maximum Deflections - Unfactored Loads 1 000 1 000 1 000 1 000 0,91 394 17 1,350,00 048 2390 170 00 1 000 1 000 1 000 1,000 1000 1 000 1 000 1 000 0 91 394 17 1,350 00 0 48 23 90 170.00 Load Combinaton Span Max "-"Defl LocatoninSpan Load Combinaton Max "+" Defl Locaton in Span D+i Vertical Reactions - Unfactored 1 00637 3283 Support notation Far left is #1 OOOOO Values in KIPS 0.000 Load Combination OverVirMAXirfuTm" DOnly LOnly D+L Support 1 ' 0.624" 0 370 0 254 0.624 Support 2 '0,624 0 370 0254 0624 Title Blxk Une 1 You ran changes this area using the "Settings" menu item and then using the 'Pnnting & Title Blxk" selxtion. Title - Barelmann Residenx Dsgnr RDS Projxt Desc New single family house Project Notes. Job* 11-044 (^ 1^ Pnnted 26 JUL 2011 10 24AM iffit-ik!-inenfs'6B Set(ings\BoblMy •l3oMrfents\ENERCA£C Oat&B^ j|%<§^i^S;fP#lliiEi^g^^^^^^ |Lic.#: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Description. FB#11 GfurD (T) Material Properties Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE^7-05 £: Modulus ofElasficify Ebend-xx 2000 ksi Eminbend - xx 1016 535 ksi Wood Species Wood Grade iLevel Truss Joist . Parallam PSL 2.0E Fb - Tension 2900 psi Fb - Compr 2900 psi Fc -Pril 2900 psi Fc -Perp 750 psi Fv 290 psi Ft 2025 psi Beam Brxing - Beam is Fully Braced against lateral-torsion buckling Density 32.21 pcf i D(1 UOb) L(1 l!^^^l^3^ * 1 D(0 OSet L(0 07) + i 5 25x7 0 Applied: Loads Span = 6.50 ft Service loads entered Load Factors will be applied for calculations Point Load D = 1 005, L = 1 151 k @ 2 50 ft, (RB# 8) Unifomn Load . D = 0 0160, L = 0 020 ksf. Tributary Width = 3 50 ft, (Roof) Unifonn Load 0 = 0 0160 ksf, Tnbutary Width = 10,0 ft, (Wall) Unifomn Load D = 0 010, L = 0 040 ksf, 1 ributary Width = 0 70 ft, (FIxr) DESIGNSUMMARY . ; ' Maximum Bending Stress Ratio Section used for this span ft) Actual FB Allowable Load Combination Lxation of maximum on span Span * where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflec:tton 0.47S 1 5.25x7.0 1,377 15psi 2,900 OOpsi +0+L+H 2 503ft Span * 1 0 049 in 0 000 in 0.110 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Lxation of maximum on span Span # where maximum xcurs Ratio = Ratio = Ratio: Ratio = 1599 0 <360 709 0 <180 Design OK 0.309 :1 5.25x7.0 89.50 psi 290 00 psi +D+L+H 0000 ft Span * 1 ^MakiitTun) Forces'& Sti'ess^ Load Combination Segment Length Span* Max Sfress Ratos Cj Cp/V Cr Cm Cj Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span* M V Cj Cp/V Cr Cm Cj Machial ftHlesign Fb-allow Vactual fv-design Fv-allow +0 Lengtti = 6 50 ft 1 0 257 0172 1.000 1,000 1,000 1.000 1.000 2 66 744 66 2,90000 122 4980 290 00 +0+L+H 1000 1.000 1.000 1000 Lengtti = 6 50 ft 1 0 475 0.309 1000 1000 1000 1000 1,000 4.92 1,377 15 2,900.00 2,19 8950 290.00 +O+O750Lr+0.750L+tH 1,000 1000 1000 1,000 Lengtti = 6 50 ft 1 0 420 0.274 1000 1000 1,000 1000 1000 4 36 1,21903 2,900 00 195 79.57 290 00 +O+0 750L+O 750S+H 1000 1000 1000 1000 Lengtti = 6 50 ft 1 0 420 0 274 1000 1000 1 000 1000 1000 4 36 1,219 03 2,900 00 1.95 79.57 290 00 +O+0 750Lr-tO 750L+O 750W+fl 1000 1 000 1000 1000 Lengtti = 6 50 ft 1 0,420 0 274 1000 1000 1000 1000 1 000 4 36 1,219 03 2,90000 195 79.57 290 00 +O+O,750L+0 750S+0 750W+H 1000 1000 1000 1000 Lengtti = 6 50 ft 1 0 420 0:274 1000 1000 1000 1000 1000 4 36 1,219.03 2,900.00 195 79 57 29000 +O+0750Lr+0 750L+O 5250E++H 1000 1000 1000 1000 Title Blxk Une 1 You xn changes this area using the 'Settings' menu item and then using the 'Pnnting & Title Blxk" selection Title Blxk Une 6 Title Barelmann Residence Dsgnr RDS Projxt Desc New single family house Projxt Notes Job* 11-044 ^ 3> Pnnted 26 JUL 2011 10 24AM 'WoouiDeam*!^.fc<' s^/s- , MUh^.'^w^ -.-y \yi % ^-'^.Tte***?® SRile f \Documerits' Lie. #: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption Load Combinaton Segment Length FB#11 Span* Max StiBss Ratios " M ' ~ V C d Cp/V 'm 11. Summaiy of Moment Values Mactual fMesign Fb-allow Summary of Shear Values Vactual fv-design Pv-allow 0 420 0 274 1000 Lengtti = 6 50 ft 1 +0+0 750L+O 750S+0 5250E+H Lengtti = 6 50 ft 1 0 420 0 274 1 000 Overall Maximum Deflections - Unfactored Loads 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1000 1 000 4 36 1,21903 2,900 00 4 36 1,219 03 2,90000 1 95 79 57 290 00 1 95 79 57 290 00 Load Combination Span Max "-"Defl Location in Span Load Combination Max "+" Defl Location in Span D+L Vertical Reactions - Unfactored 01099 3120 Support notation Far left is *1 OOOOO Values in KIPS OOOO Load Combination Overall MAXimum DOnly LOnly D+L Support 1 2 370 1343 1027 2 370 Support 2 1 872" 1 111 0 761 1872 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Tltte Blxk' selxtion Title Blxk Une 6 Title Barelmann Residenx Dsgnr RDS Projxt Desc New single family house Project Notes Job* 11-044 (},t^ Pnnted 26 JUL 2011 10 2eAM 'rents'and'SettiiMs\B6b\My.l>3cu1Mnts\ENERCALC Datainies\1 l3)44't)aBl|iiEHi lunipefecB A'i ^j^>?lS^r-^v->9|jggfe:fllWEe<aW'i^ 1 Lie. #: KW-06008266 1 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption FB#12 Material Properties^ TAJ?. 6'(^0 (g) Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Spxies Douglas Fir - Larch Wood Grade No 1 Fb - Tension 1350 psi Fb-Compr 1350 psi Fc-Pril 925 psi Fc - Perp 625 psi Fv 170 psi Ft 675 psi Beam Bracing Beam is Fully Braced against lateral-torsion buckling £ Modulus of Elasticity Ebend-xx 1600ksi Eminbend-xx 580ksi Density 32 21 pcf D(0 728) L(0 91) D(0 11) L(0 44) 6x6 Span = 4 0 ft Applied Loads Beam self weight xlculated and added to loads PointLoad D = 07280, L = O91Ok03Oft,(RB*11) Uniform Load 0 = 0010, L = 0040ksf, Tnbutary Width DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable Load Combination Lxation of maximum on span = Span # where maximum oxurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered Load Factors will be applied for calculations 11 Oft, (FIxr) 0 668 1 6x6 901 49psi 1,350 OOpsi +0+L+FI 2 740ft Span * 1 0 033 in 0 000 in 0 048 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Lxation of maximum on span Span * where maximum xcurs Ratio: Ratio •• Ratio •• Ratio •• 1458 0 060 998 0 <180 Design OK 0 612 1 6x6 103 99 psi 170 00 psi +D+L+fl 3 560 ft Span * 1 .Maximum Forces & Stresses forLoad Combiiiations Load Combination Max StiBss Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V .__Cd^ C?A/ _5r Cm .Cj _ Mactual ft)-design Fb-allow Vachial fv-design Fv-allow +D Lengtti = 4 0 ft 1 0 231 0212 1000 1000 1000 1000 1000 0 72 312 08 1,350 00 073 3611 17000 +0+L+H 1000 1000 1000 1000 Lengtti = 4 0 ft 1 0668 0 612 1000 1000 1000 1000 1000 2 08 90149 1,350 00 210 10399 170 00 +0+0 750Lr+0 750L+H 1000 1000 1000 1000 Lengtti = 40 ft 1 0 557 0 512 1000 1000 1000 1000 1000 174 75210 1,350 00 175 87 02 17000 +O+0 750L+0 750S+H 1000 1000 1000 1000 Lengtti = 4 Oft 1 0557 0 512 1000 1000 1000 1000 1000 174 75210 1,35000 175 87 02 170 00 +0+0 750Lr+0 750L+O 750W++H 1000 1000 1000 1000 Lengtti = 4 0 ft 1 0 557 0 512 1000 1000 1000 1000 1000 1 74 752 10 1,35000 175 87 02 170 00 +O+0 750L+0 750S+0 750W+FI 1000 1000 1000 1000 Lengtti = 4 0 ft 1 0 557 0 512 1000 1000 1000 1000 1000 174 75210 1,35000 175 87 02 17000 +0+0 750Lr+0 750L+0 5250E+H 1000 1000 1000 1000 Lengtti = 4 0 ft 1 0 557 0 512 1 000 1000 1000 1000 1000 174 752 10 1,35000 175 87 02 17000 Title Blxk Une 1 You xn changes this area using the "Settings' menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title Barelmann Residence Dsgnr RDS Projxt Desc New single family house Project Notes Job* 11-044 Pnnted 26 JUL 2011 10 2eAM : '.^^7'^'i - '•'-^^' sX •th.iAS' ^ -vl *!-».' i'H "isi t File c\Do ^i-"':t ^K'' cumE»itsinc Settiiigs\B6b\My,D6(ijmentsCNEReALCDalaTJ^^^ #'l^rrrSg%t.i|^EWRCAi!c)irNC^^^ 1 Lie. # : KW-06008266 1 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption FB* 12 Load Combination Segment Lengtti Span* Max Sfress Ratos M V C (J Cp/V C r C m Ct Summary of Moment Values Summary of Shear Values Mactual ft)-design Fb-allow Vactual fv-design Fv-allow +O+0 750L+O 750S+0 5250E+FI Lengtti = 40ft 1 0557 0512 1 000 Overall Maximum Deflections.- Unfactored Loads 1 000 1 000 1 000 1 000 1 000 1000 1000 1000 1 74 75210 1,350 00 1 75 87 02 170 00 Load Combinaton Span Max "-" Defl Locaton in Span Load Combinaton Max '+" Defl Locaton in Span D+i Vertical Reactions - Unfactored 00481 2120 Support notation Par left is *1 OOOOO Values in KIPS OOOO Load Combinabon OveraTMAXimum DOnly LOnly D+i Support 1 "1523 0 416 1 108 1523 Support 2 2 342 0 780 1 563 2 342 Title Blxk Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Title Barelmann Residence Dsgnr RDS Projxt Desc New single family house Projxt Notes Job* 11-044 0>G Pnnted 28 JUL 2011 9 23AM KW-06008266 FB#13 Gnd 4 6 Descnption Material Propertj^es Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Wood Spxies Wxd Grade iLevel Truss Joist Parallam PSL 2 OE Beam Bracing Beam is Fully Braced against lateral-torsion buckling Fb-Tension 2900 psi Fb-Compr 2900 psi Fc-Pril 2900 psi Fc-Perp 750 psi Fv 290 psi Ft 2025 psi £ Modulus of Elasticity Ebend-xx 2000 ksi Eminbend - xx 1016535 ksi Density 32 21 pcf 0(1 616) Lr(1 765) * \ T T 0(0 01333) L(0 05332) 3 5x11 875 Span = 16 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Point Load D = 1 616, Lr = 1 765 k @ 2 0 ft, (RB* 12) Uniform Load D = 0 010, L = 0 040 ksf, Tnbutary Width = 1 333 ft DESIGNSUMMARY " ;,t .* 5 :.'\._ . • Maximum Bending Stress Ratio = 0 314 1 Section used for this span 3 5x11 875 flD Actual = 909 35 psi FB Allowable = 2,900 OOpsi Load Combination +0+Lr+H Location of maximum on span = 2 000ft Span * where maximum oxurs = Span * 1 Maximum Deflecbon Max Downward L+Lr+S Deflection 0 181 in Ratio = Max Upward L+Lr+S Deflection 0 000 in Ratio = Max Downward Total Deflection 0 308 in Ratio = Max Upward Total Deflection 0 000 in Ratio = Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Lxation of maximum on span Span * where maximum occurs 1059 0 <360 623 0<180 Design OK 0 388 1 3 5x11 875 112 52 psi 290 00 psi +0+Lr+H 0 000 ft Span # 1 ', iltflaximurn Forcesj&.Stresses •fofeLoadlCbm Load Combination Max Sfress Ratios Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V Cd Cp/V pm_ Ct . Mactial ft)-design Fb-allow Vactual tv-design Pv-allow +0 Lengtti = 16 0 ft 1 0158 0196 1000 1000 1000 1000 1000 314 458 76 2,90000 1 57 56 78 290 00 +0+i+H 1000 1000 1000 1000 iength = 16 0 ft 1 0 217 0 243 1000 1000 1000 1000 1000 4 31 629 46 2,900 00 195 70 33 290 00 +0+ir++H 1000 1000 1000 1000 Lengtti = 16 0 ft 1 0314 0 388 1000 1000 1000 1000 1000 623 909 35 2,900 00 312 112 52 29000 +O+O750Lr+O750L+H 1000 1000 1000 1000 Lengtti = 16 Oft 1 0 303 0 375 1000 1 000 1 000 1 000 1000 6 02 878 45 2,900 00 3 01 108 74 290 00 +O+0750L-t0 750S+H 1000 1000 1000 1000 Lengtti = 16 Oft 1 0198 0 231 1000 1000 1000 1000 1000 3 95 575 58 2,900 00 1 85 66 94 290 00 +0+0 750Lr+0 750L+O 750W+H 1 000 1000 1000 1 000 Lengtti = 16 0ft 1 0 303 0 375 1000 1000 1000 1000 1000 6 02 878 45 2,900 00 3 01 108 74 290 00 +0-tO 750L-tO 750S-K) 750W-t+H 1000 1000 1000 1000 Length = 16 Oft 1 0198 0 231 1000 1000 1000 1000 1000 3 95 575 58 2,900 00 185 66 94 290 00 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the "Pnnting & Trtle Blxk' selxtion Title Blxk Line 6 Title Barelmann Residence Dsgnr RDS Projxt Desc New single family house Projxt Notes Job* 11-044 Pnnted 28 JUL 2011 9 23AM tw.ood|Beam|.:n'«l5X> Si¥^ lV-'*Ble CVDocuments'ai il'SeBirigs\Bbb\My [)(x:iifnents\ENERCALC Data Files\11^ ^i'l^£%l<;aiSENTgcAgc|iWc|SM^^ ILie.*: KW-06008266 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption FB#13 Gnd 4 6 Load Combination Max Stress Ratios^ Segment Lengtti Span* M V Cd c FA/ C r Cm C( Summaiy of Moment Values Summary of Shear Values Mactual ftHlesign Fb-allow Vactual fv-design Pv-allow +0+0 750Lr+O 750L+O 5250E+H 1 000 1 000 1 000 1 000 Lengtti = 16 0 ft 1 0 303 0 375 1 000 1 000 1 000 1 000 1 000 +O+0 750L+O 7508+0 5250E+FI 1 000 1 000 1 000 1 000 Lengtti = 16 Oft 1 0198 0231 1 000 1 000 1 000 1 000 1 000 Overall Maximum Deflections - Unfactored Loads 6 02 878 45 2,900 00 3 95 575 58 2,900 00 3 01 108 74 290 00 1 85 66 94 290 00 Load Combinaton Span Max "-" Defl Locaton in Span Load Combinaton Max "+" Defl Locaton in Span D+i+ir 1 0 3077 7 360 OOOOO OOOO VerticalReactions • Unfactored Support notation Far left is *1 Values in KIPS Load Combinaton Support 1 Support 2 Overall MAXimuni 3 566 1 030' DOnly 1 595 0 383 LOnly 0427 0 427 Lr Only 1 544 0 221 L+Lr 1971 0 647 D+Lr 3139 0 604 D+L 2 022 0 810 D+L+Lr 3 566 1030 Title Blxk Une 1 You xn changes this area using the "Settings" menu item and then using the 'Pnnting & Title Block" selxtion Title Block Une 6 Tltte Barelmann Residence Dsgnr RDS ProjXt Desc New single family house Project Notes Job* 11-044 Pnnted 25 JUL 2011 3 59PM Lie. #: KW-06008266 Descnption Deck Joist Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Licensee : SOWARDS AND BROWN ENGINEEIRNG INC CaleulaUons per NDS 2005, IBC 2009, CBC 2010^ASCE 7-05 £ Modulus of Elasticity Ebend-xx lOOOksi Eminbend-XX 965 71 ksi Wood Species Wood Grade iLevel Truss Joist MicroLam LVL 1 9 E Fb - Tension 2600 psi Fb - Compr 2600 psi Fc -Pril 251 Opsi Fc -Perp 750 psi Fv 285 psi Ft 1555 psi Beam Bracing Beam is Fully Braced against lateral-torsion buckling Density 32 21 pcf 0(0 02128) Lr(0 0532) 1 75x9 25 Span = 13 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Uniform Load D = 0 0160, U = 0 040 ksf, Tnbutary Width = 1 330 ft DESIGNSUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual FB Allowable Load Combination Lxation of maximum on span Span # where maximum oxurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1 0 291 1 75x9 25 756 57 psi 2,600 OOpsi +0+Lr+H 6 500ft Span # 1 0 157 in 0 000 in 0 220 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio '• Ratio' Ratio •• Ratio = 992 0 <360 709 0 <180 Design OK 0 140 1 1 75x9 25 39 93 psi 285 00 psi +0+ir+H 12 285ft Span * 1 Maximum.Forces & Stresses for Load Combinations Load Combinaton Max Sfress Ratos Summary of Moment Values Summary of Shear Values Segment Lengtti Span* M V C_d cp/y . C r _ Cm Ct Mactual ftHlesign Pb-allow Vactial fv-design Pv-allow +D Lengtti = 13 Oft 1 0 083 0 040 1000 1000 1000 1000 1000 0 45 21616 2,600 00 012 1141 285 00 +D+Lr+H 1 000 1 000 1000 1000 Lengtti = 13 Oft 1 0 291 0140 1 000 1 000 1000 1000 1000 1 57 756 57 2,60000 043 39 93 285 00 +0+0 750Lr+O 750L+H 1000 1000 1000 1000 Lengtti = 13 Oft 1 0 239 0115 1000 1000 1000 1000 1000 129 621 47 2,600 00 0 35 32 80 285 00 +0+0 750Lr+0 750L-K) 750W+H 1000 1000 1000 1000 Lengtti = 13 Oft 1 0 239 0115 1000 1000 1000 1000 1000 1 29 621 47 2,60000 0 35 32 80 285 00 +0+0 750Lr+0 750L+O 5250E+FI 1000 1000 1000 1000 Lengtti = 13 Oft 1 0 239 0115 1000 1 000 1000 1000 1000 129 621 47 2,600 00 0 35 32 80 285 00 Overall Maximum Deflections - Unfactored Loads Load Combinaton D+Lr Span Max "-"Defl Location in Span 1 0 2200 6 565 Load Combinaton Max •+' Defl 'OOOO'O Location in Span OOOO Title Blxk Une 1 You xn changes this area using the 'Settings" menu item and then using the "Pnnting & Title Blxk" selxtion Title Blxk Une 6 Tltte Barelmann Residence Dsgnr RDS Projxt Desc New single family house Projxt Notes Job* 11-044 ^1 Wood Beam Pnnted 26 JUL 2011 3 59PM its «< / .ii'RIe ic \D<x;urnents*and'Settings\Bob\My D6cumenls\ENERCALC DataBles\11,-044,Barelmann luniper ec6'«i4 KW-06008266 Uieensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption Deck Joist Vertical'Reactions - Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly D+Lr 0 484 0138 0 346 0484 0 484 0138 0 346 0 484 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CAROIFF BY THE SEA, CALIFORNIA 92007 SHEET NO . ll OF. CALCULATED 8Y. CHECKED BY SCALE DATE- OATE- 4 - ) fi<^^ . Cd'^r, ,Frz>t. Q ...... 4 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave, Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO _ CALCULATED BY_ CHECKED BY SCALE OF- OATE. DATE- -1 r V ' ' i i . . i ' ! 3x PTDF PLATE wl • 314'DIA A B @ 32" o/c t ff-MIN 4— #4 @ 24'o/c (H) '\ 2 - #4 T&B - 12" ///W •STUD PER PLAN 2xDF PLATE #5 CONT JOIST 1 I HQR •EQ I -2^ ^,/;^«,x'^?o - . 8° CMU '8" MIN STEM WALL - #4 @ J6" O/c (VJ 6" MIN r-6° MAX. 1 I I i I 1 4 ' I 1 I J • i -I -I --1 1 r r 1 mam INEBSI IOC iMa, tim 01471 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 103 CAROIFF BY THE SEA, CALIFORNIA 92007 JOB- SHEET NO f3 OF- CALCULATED BY- CHECKED BY SCALE DATE. DATE- — — — — <^yLCo — ,— -- * I4t( V — — ^IQ^ — — "ilo — — — — — — • 4)C4 — '— — — ^\ ^ — — ^1 . 4^4 — Fes \~STOO —• 1' ST\JPS \/S"saK z^' Of — — ^^6Pr — TIL, f-l 0>t^ir Prs. — — — — — — ^20A^r Pr^ — .1: 1 JOB- SOWARDS AND BROWN ENGINEERING. INC Post Office Box 517 SOLANA BEACH. CALIFORNIA 92075 (619] 481-7818 SHEET NO . CALCULATED BY. CHECKED BY SCALE ^3 OF DATE. DATE. <hf^l II. *|JIVP' POST DESIGN: < o 5: o Fc = lood £ s lid, p*fi 50 46 -~ 40 35 — 30 — 2C IS 10 RJ L\)A 25* — l^iUMtr ^^4c)0 X: •I cfi Fc (.IHIT Fc UMIT T—I—t—I—I—\—I—T—I—f—;—I—J—I—I—I—I—!—I—r ^6 , lfi POST LENGTH (FT) FORM204-I Amuumfrom //VgBB/Inc,Ofoton.Um OUgQ JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave , Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO LJ OF. CALCULATED BY- CHECKED BY SCALE DATE OATE -^(vf If /' • t\ . (Mr. V^PM . A.' X n f^f ISe^oo^ piiooua 204-1 /weas/III- aww i)i4!i SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave , Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 OHPPT wn CALCULATED BY nATF CHECKED BY nATC sr.ii P 1 PSOOOCT ZW-l //VBBSy Int. Cnoti Mas. 01471 SYM MATERIAL EDGE & BOUNDRY NAIL ANCHOR BOLTS SILL NAILING (BOTTOM OF WALL) TRANSFER (NAILING TOP OF WALL) ALLOWABLE SHEAR > 318' CDX PLVWOOD 8" COMMON ©6" o/c 518" X 10" @ 48" o/c 16" @eroic A-35 CLIP @ 24" o/c (3) 260 PF 3/8" CDX PLWOOD 8" COMMON @ 4 Vs" o/c 5/8" X 10" @ 36" o/c (4) 16"® 4' o/c A-35 CLIP @ 76'o/cPj 350 PF ^> 112' STRUCT 1 PLYWOOD (1) 'o" COMMON @ 4" o/c 5/8"X 12" @ 24" O/C (4) SIMPSON 1/4"0x 6* SDS SCREWS @ 4" o/c A-35 CLIP OR LTP4 @ 70" o/c(3j 510 PF ^> 1/2' STRUCT 1 PLYWOOD (1) io<^ COMMON @ 3" o/c 5/8'X 12" @ 24" o/c (4) SIMPSON 1/4"0x 6" SDS SCREWS @ 4° o/c A-35 CLIP OR LTP4 @ Iff' o/c (3) 665 PF P5> 3/8" STRUCT 1 PLYWOOD (1) 8" COMMON @ 3' o/c 5/8" X 12" @ 24" o/c (4) SIMPSON 1/4- 0x 6" SDS SCREWS @ 4" o/c A-35 CLIP OR LTP4 @ 10" o/c (3) 550 PF P6> 1/2" OSB 8" COMMON @ 4" o/c 518" X 12" @ 78"o/c (4) 16" @ 4" o/c A-35 CUP @ 76" o/c 380 PF (*) = REFER TO FOOT NOTES NOTES 1 PROVIDE 3x SILL PLATE AND 3x STUDS @ EDGE NAJL FROM ABUTTING PANELS SEE DETAIL 2 SEE DETAIL e © FOR lYPICM. SHEAR WAU ELB/ATION 4 PROVIDE LONGER ANCHOR BOL TS WHERE REOUIRED BY DETAILS IN THE DRAWINGS 5 ALL STUDS SHALL BE AT 16-olc (TYPICAL) 6 WALLS WITH PLYWOOD BOTH SIDES PER PLAN 3 ATRAISED WOOD FRAMED FLOORS PROVIDE A-35 TRANSFER CUPS FROM BLOCKING OR RIM JOIST TO MUD SILL PER TRANSFER (TOP OF WALL) to O Title Block Une 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Block" selection Title Block Line 6 Title Barelmann Residence Dsgnr RDS Project Desc New single family house Project Notes Job* 11-044 4- Pnnted 13 JUL 2011 83mA ASCE 7 Lie. #: KW-06008266 Descnption Barelmann Juniper Ave " •" '' ,~ " Calculations per ASCE 7-05 Analytical Values. V BasicWind Speed perSect6 54 & Figure 1 Roof Rise Run Rabo Occupancy per Table 1-1 Importance Factor per Sect 6 5 5, & Table 6-1 Exposure Category per6 5 6 3, 4 & 5 Mean Roof height Lambda per Figure 6 2, Pg 40 Effective Wind Area of Component & Cladding Roof pitch for cladding pressure User specified minimum design pressure Topographic Factor Kzt per 6 5 7 2 Design Wind Pressures , 85 0 mph Flat II 1 00 Exposure C 180ft 1 26 10 0 ft'^2 0 to 7 degrees 10 0 psf 1 00 All Buildings and other structures except those listed as Category I, III, and IV "Lambda" is interpolated between height tablular values Nef design pressure from table 1609 9 21(2)&(3j interpolated by area Minimum Additional Load Case per 6 4 21 1 = 10 PSF on entire vertical plane Honzontal Pressures Zone A = Zone B = Vertical Pressures Zone E = Zone F = Overhangs Zone Eoh = 14 47 psf -1000 psf -17 36 psf -1000 psf Zone C = Zone D = Zone G = Zone H = 1000 psf -1000 psf -1208 psf -10 00 psf -24 28 psf Component & Cladding'Design Wind Pressures Zone Goh = -19 00 psf Minimum Additional Load Case per 6 4 2 1 1 = 10 PSF on entire vertical plane Design Wind Pressure = Lambda' Kzt' Impoilance * Ps30 per ASCE 7-05 6421 Eq6-1 Roof Zone 1 Positive 10 000 psf Negative -16 354 psf Roof Zone 2 Positive 10 000 psf Negative -27 424 psf Roof Zone 3 Positive 10 000 psf Negative -41 262 psf Wall Zone 4 Positive 16 354 psf Negative -17 738 psf Wall Zone 5 Positive 16 354 psf Negative -21 889 psf Roof Overtiang Zone 2 -26418 psf RoofOvertiangZone3 43 527 psf Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Pnnting & Title Blxk" selection Title Block Line 6 Title Barelmann Residence Dsgnr RDS Project Desc New single family house Project Notes Job* 11-044 Pnnted 13 JUL 2011 8 3eAM -actor Determi 1 Lie. # : KW-06008266 1 Li;eensee : SOWARDS AND BROWN ENGINEEIRNG INC Descnption Barelmann Juniper Ave Occupancy ^Category. Calculations per ASCE 7-05 Occupancy Category of Building or Ottier Stiiicture Occupancy Importance Factor USER DEFINED Ground Motion All Buildings and ottier stmctures except those listed as Category I, III, and IV 1 ACSE 7-05, Page 3, TaWe 7-7 ACSE 7-05, Page 116. Table 11 5-1 ASCE 7-05 9 4 1 1 Max Ground Motions, 5% Damping Sg = 1 339 g, 0 2 sec response ^1 " 0 5020 g, 10 sec response Site Class, Site Coeff. and^Design Category . Site Classification "D" Shear Wave Veloaty 600 to 1,200 ft/sec Site Coefficients Fa&Fv fusing straight-line interfX}lation from table values) Maximum Considered Eartquake Acceleration ASCE 7-05 Table 20 3-1 Design Specticil Acceleration Seismic Design Category ResistingSyst'em Fa Fv 100 1 50 ASCE 7-05 Table 11 4-1 & 114-2 S^3=Fa-Ss S„,=Fv*S1 1339 0 753 ASCE 7-05 Table 11 4-3 ^DI'^MI*^^ 0 893 0 502 ASCE 7-05 Table 11 4-4 = D (SD1 IS most severe) ASCE 7-05 Table 11 6-1 ASCE 7-05 raWe 72 2-7 Basic Seismic Force Resisting System Response Modification Coefficient" R" = System Overstiengtti Factor" Wo" = Deflection Amplification Factor" Cd" = WOFE' See ASCE 7-05 for all applicable footnotes Beanng Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets Building height Limits Category "A & B" Limit Category "C" Limit Category "D" Limit Category "E" Limit Category "F" Limit 6 50 3 00 4 00 No Limit No Limit Limit = 65 Limit = 65 Limit = 65 Redundancy Factor Seismic Design Categoiy of D, E, or F therefore Redundancy Factor" p" = 1 3 bLateral'Fdrce Procedure / - / ASCE 7-05 Secfion 72 3 4 ASCE 7-05 Section 12 8 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure' is being used according to the provisions of ASCE 7-05 12 8 Use/(SCE 72 8-7 180 ft Sfructure Type for Building Penod Calculation All Ottier Stmctural Systems "Ct" value = 0020 "hn" Height from base to highest level = " x" value = 0 75 " Ta" Approximate fundemental penod using Eq 12 8-7 Ta = Ct * (hn * x) = 0 175 sec "TL" Long-penod transition penod per ASCE 7-05 Maps 22-15-> 22-20 8 000 sec Building Penod" Ta" Calculated from Approximate Mettiod selected = Q 175 sec •JiCs)5,lR#j)ffseiQoefficientt^';-V.- xr^ : ASCE7-05 section 128II S Short Penod Design Specbal Response " R" Response Modification Factor " I" Occupancy Importance Factor 0 893 FromEq 12 8-2, Preliminary Cs 6 50 FromEq 12 8-3 & 12 8-4 , Cs need not exceed 1 From Eq 12 8-5 8.12 8-6, Cs not be less than 0137 0 442 0039 Cs Seismic Response Coefficient = S (R/I) 01373 JOB- Qucp-r wrt Qp SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CALCULATED BY. CARDIFF BY THE SEA, CALIFORNIA 92007 M DATE TA///L CHECKED BY DATE. SCALE. '^^^^ ^ . . . . ... . . . , , . , ^ /'H^, . . i'H J /(3 ' _ . , ' , . .... hVOU 1 • • ' ' if ..... ' - ' '" iii.»—. PSOaia 204-1 //VgSg/Inc emm Mm 01471 JOB- SOWARDS AND BROWN ENGINEERING 77 °' n In. Ill 2187 Newcastle Ave, Suite 202 CALCULATED BY /^-^ DATE T / ^ I'i CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY- SCALE . (^tuc 043 4 (B IHOWja 704-1 iNeSsI Inc Cnteo Mm 01471 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave . Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO OF. CALCULATED BY. CHECKED BY SCALE , DATE. DATE- 4^- PffilDUa 704-1/A/eS3/Inc Gratno Mm 01471 JOB- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave , Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO OF. CALCULATED BY- CHECKED BY SCALE . DATE. DATE. . %tiFr-^ 1^9''^^. . . , . ! ..... Fgij. (/5-:f3-f "^^^<^'X Bxt>c3) /'%^^ 2^5-^ (CiliN PHOmiCT 704-1 l/VgWsl Inc. Gntnn Mm 01471 JOB- Uo SOWARDS AND BROWN ENGINEERING — ^ <- ^7—] ,7 2187 Newcastle Ave, Suite 202 CALCULATED BY '"^^ HATC -t "2^ 'j CARDIFF BY THE SEA, CALIFORNIA 92007 CHECKED BY DATE SCALE- 7^ 2 "7/^-^^ ...... . . . fnxm 704-1 INnsI inc GII««. Mm 01471 SOWARDS 2187 CARDIFF EY AND BROWN ENGINEERING Newcastle Ave , Suite 202 THE SEA, CALIFORNIA 92007 SHEET NO OF. CALCULATED BY- CHECKED BY SCALE 3^ DATE. DATE. M'^i III ^10 .4 1 «. \Vii^ PliOWCT 704-1/Wgas/Inc Gntn Um 01471 SOWARDS 2187 CARDIFF EY AND BROWN ENGINEERING Newcastle Ave , Suite 202 THE SEA, CALIFORNIA 92007 SHEET NO A I OF. CALCULATED BY- CHECKED BY SCALE OATE. DATE- Pui<>A/ \4qt'LTS .Af:. S i S V A Mac: PROniCT 204-1 llVeSSI Mc, Ontoi, Mm 0147L J08- SOWARDS 2187 CARDIFF BY AND BROWN ENGINEERING Newcastle Ave , Suite 202 THE SEA, CALIFORNIA 92007 SHEET NO . OF- CALCULATED BY- CHECKED BY SCALE DATE- DATE- 'It" ' \ \ \ \ \ ' ] ] ]' J «• 4 SOWARDS 2187 CARDIFF JOB- EY AND BROWN ENGINEERING Newcastle Ave , Suite 202 THE SEA, CALIFORNIA 92007 SHEET NO -A=5 CALCULATED BY. CHECKED BY SCALE OF — OATE DATE '^1^1 11 0 'I b I' ^ JT) S^SM^C. ^^^^ ...... . . . ^ •^^^r. V/^U IC^i'F.Kl^ ^l^f^\c ^ •= /O fs^^ //vJT / ; ^ ' ' • ! ; ' i^..6''^3 x*'^?- ^'^-^"^-t fWaia 204-1 //VgaS/ Inc Gnlin. Mm 01471 SOWARDS 2187 CARDIFF EY AND BROWN ENGINEERING Newcastle Ave , Suite 202 THE SEA, CALIFORNIA 92007 SHEET NO . A± OF. CALCULATED BY- CHECKED BY SCALE DATE. DATE. II • ...... 4^' ' (AsMu. ..... ^ yf .... ... PIKWia 204-1 //VEss/ Inc. Gmtov Mm 01471 SOWARDS 2187 CARDIFF EY JOB- AND BROWN ENGINEERING Newcastle Ave , Suite 202 THE SEA, CALIFORNIA 92007 SHEET NO . CALCULATED BY- CHECKED BY SCALE OF OATE- DATE. 2 ' /Se>^, 1/^ • • • • 4-K PliOOUa 204-1 //VESS/ Inc emn. Um 01471 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Robert & Margaret Barelmann PO Box 1698 Carlsbad, California 92008 Decembers, 2011 Project No 11-1106E7 Subject Foundation Plans and Details Review Proposed Single-Family Residence and Detached Garage 150 Juniper Avenue Carlsbad, California 92008 Reference "Limited Geotechnical Investigation, Proposed Single-Family Residence and Detached Garage, 150 Juniper Avenue, Carlsbad, California 92008", Project No 11-1106E7, Prepared by East County Soil Consultation and Engineering, Inc , Dated June 14, 2011 Dear Mr Barelmann In accordance with your request, we have reviewed the foundation plans and details prepared by Mark Wonner, Architect and Sowards & Brown Engineering of Cardiff, California for the proposed single- family residence and detached garage at the subject site The foundation plans and details were found to be in substantial conformance with the recommendations provided in the referenced geotechnical report Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils If we can be of further assistance, please do not hesitate to contact our office Respectfully submitted. NO. GE 2704 ^ ' P\ Exp: ^-^'-^^-^^ Mamadou Saliou Diallo, P E RCE 54071, GE 2704 MSD\md EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Robert Barelmann PO Box 1698 Carlsbad, California 92008 June 14,2011 Project No 11-1106E7 Subject Limited Geotechnical Investigation Proposed Single-Family Residence and Detached Garage 150 Juniper Avenue Carlsbad, California 92008 Dear Mr Barelmann In accordance with your request, we have performed a limited geotechnical investigation at the subject Site to discuss the geotechnical aspects of the project and provide recommendations for the proposed development Our investigation has found that the subject site is underlain by topsoil to a depth of approximately 18 inches below existing grade Dense sandstone of the Terrace Deposits Formation was underlying the topsoil to the explored depth of 10 feet It is our opinion that the proposed development is geotechnically feasible provided the recommendations herein are implemented m the design and construction Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office 0 Respectfully submitted. Mamadou Saliou Diallo, P E RCE 54071, GE2704 MSD\md ROBERT BARELMANN/ JUNIPER AVENUE PROJECT NO 11-1106E7 TABLE OF CONTENTS INTRODUCTION 3 SCOPE OF SERVICES 3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION 3 FIELD INVESTIGATION AND LABORATORY TESTING 4 GEOLOGY . 4 Geologic Setting 4 Site Stratigraphy 4 SEISMICITY 5 Regional Seismicity 5 Seismic Analysis 5 2010 CBC Seismic Design Criteria 5 Geologic Hazard Assessment 6 GEOTECHNICAL EVALUATION 6 Compressible Soils 7 Expansive Soils 7 Groundwater 7 CONCLUSIONS AND RECOMMENDATIONS 7 GRADING AND EARTHWORK 7 Clearing and Grubbing 8 Structural Improvement of Soils 8 Transitions Between Cut and Fill 8 Method and Criteria of Compaction 9 Erosion Control 9 Standard Grading Guidelines 9 FOUNDATIONS AND SLABS 9 SETTLEMENT 10 PRESATURATION OF SLAB SUBGRADE 10 TEMPORARY SLOPES 10 TRENCH BACKFILL 10 DRAINAGE 11 FOUNDATION PLAN REVIEW ~ ' " 1T LIMITATIONS OF INVESTIGATION 11 ADDITIONAL SERVICES 12 PLATES Plate 1- Location of Exploratory Boreholes Plate 2 - Summary Sheet (Exploration Borehole Logs) Plate 3 - USCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS 14 REFERENCES 15 ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO 11-II06E7 INTRODUCTION This is to present the findmgs and conclusions of a limited geotechnical investigation for a proposed two-story, single-family residence and a detached garage/ shop to be located on the north side of Juniper Avenue, in the City of Carlsbad, California The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed development SCOPE OF SERVICES The following services were provided during this investigation O Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area O Subsurface exploration consisting of three (3) boreholes within the limits ofthe proposed area of development The boreholes were logged by our Staff Geologist O Collection of representative soil samples at selected depths The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis O Laboratory testing of samples representative of the types of soils encountered dunng the field investigation O Geologic and engineenng analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations O Production of this report, which summarizes the results of the above analysis and presents our fmdings and recommendations for the proposed development SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is a rectangular-shaped residential lot located on the north side of Juniper Avenue, in the City of Carlsbad, California The property, which encompasses an area of approximately 6,300 square feet, includes a one-story structure that will be removed The site is relatively level with general drainage to the southwest Vegetation consisted of shrub and grass Site boundaries include Juniper Avenue to the south and residential parcels to the remaining directions No architectural plans were available at the time of this investigation It is our understanding that the proposed construction will include a single-family residence and a detached garage/ shop The residence will be two-story, wood-fi:amed and founded on continuous footings with raised-wood and slab-on-grade floors ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO 1I-I106E7 FIELD INVESTIGATION AND LABORATORY TESTING On June 1, 2011, three (3) boreholes were excavated to a maximum depth of approximately 10 feet below existing grade with a hand auger The approximate locations of the boreholes are shown on the attached Plate No 1, entitled "Location of Exploratory Boreholes" A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No 2 entitled "Summary Sheet" The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No 3 entitled "USCS Soil Classification" Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foimdation materials The laboratory-testing program included moisture and density, maximum dry density and optimum moisture content, particle size analysis and expansion index tests These tests were performed in general accordance with ASTM standards and other accepted methods Page L-l and Plate No 2 provide a summary of the laboratory test results GEOLOGY Geologic Setting The subject site is located withm the southem portion of what is known as the Pemnsular Ranges Geomorphic Province of California The geologic map pertaining to the area indicates that the site is underlain by Pleistocene manne terrace deposits (Qt) Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed dunng the field investigation and/or inferred from the geologic literature Detailed descnptions of the subsurface materials encountered dunng the field investigation are presented on the exploration logs provided on Plate No 2 The following paragraphs provide general descnptions ofthe encountered soil types Topsoil Topsoil IS the surficial soil material that mantles the ground, usually containing roots and other organic -mater-ialSj--which-supports-vegetation -Topsoil was obsery.ed_in_all boreholes with a thickness of approximately 18 inches It consisted of dark brown, silty sand that was damp to moist, loose and porous in consistency with some organics (roots and rootlets) Marine Tenace Deposits (Qt) Marine tenace deposits were observed below the topsoil layer They generally consisted of reddish brown, silty sand that was moist and medium dense to dense in consistency ROBERT BARELMANN/ JUNIPER AVENUE PROJECT NO II-II06E7 SEISMICITY Regional Seismicitv Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state The portion of southem California where the subject site is located is considered seismically active Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quatemary faults The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile According to the Fauh-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quatemary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i e , Hoiocene time) "Potentially-active" faults are those faults with evidence of displacing Quatemary sediments between 11,000 to 16,000 years old Seismic Analysis Based on our evaluation, the closest knovm "active" fault is the Rose Canyon Fault located approximately 4 4 miles (7 kilometers) to the west The Rose Ccuiyon Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration The Seismicity of the site was evaluated utilizing deterministic methods (Eqseach/ Eqfault ver 3 0, Blake, 2008) for active Quatemary faults within the regional vicinity The site may be subjected to a Maximum Probable Earthquake of 6 9 Magnitude along the Rose Canyon fault, with a conespondmg Peak Ground Acceleration of 0 47g The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shakmg, and which may produce structural deformation As such, the effective or "free field" ground acceleration is refened to as the Repeatable High Ground Acceleration (RHGA) It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent ofthe Peak Ground Acceleration for earthquakes-occumng-within 20 miles of a site Based on the above, the calculated Credible. RHGA at the site is 0 30g 2010 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the existence of the Rose Canyon Fault Zone approximately 7 km to the west Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site With respect to this hazard, the site is comparable to others in the general area The proposed residential structures should be designed in accordance with seismic design requirements ofthe 2010 Cahfomia Building Code or the Structural Engineers Association of California using the following seismic design parameters ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO II-I106E7 PARAMETER VALUE 2010 CBC REFERENCE Site Class D Table 1613 5 2 Mapped Spectral Acceleration For Short Penods, S; 1 339 Figure 1613 5(3) Mapped Spectral Acceleration For a 1-Second Period, S, 0 502 Figure 1613 5(4) Site Coefficient, Fa 1 0 Table 1613 5 3(1) Site Coefficient, Fv 1 5 Table 1613 5 3(2) Geologic Hazard Assessment Ground Rupture Ground mpture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project, however, this possibility cannot be completely mled out The unlikely hazard of ground mpture should not preclude consideration of "flexible" design for on-site utility lines and connections Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking Based on the absence of shallow groundwater and consistency of the underlying tenace deposits, it is our opinion that the potential for liquefaction is very low Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site There are no obvious geologic hazards related to landsliding to the proposed development or adjacent properties Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation The site is also not subject to seiches (waves inxonfined bodies of water) - - — - - - GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the proposed constmction is feasible from a geotechnical standpoint provided the recommendations provided herein will be properly implemented dunng stmctural development In order to provide a uniform support for the proposed stmctures, footings should be excavated into properly compacted fill soils or extended to the dense tenace deposits. The new foundations may consist of reinforced continuous and/ or spread footings with the proposed raised-wood and slab-on- ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO 11-1I06E7 grade floors Recommendations and cnteria for foundation design are provided in the Foundation and Slab recommendations section of this report Compressible Soils Our field observations and testing indicate low compressibility within the tenace deposits, which underlie the site However, loose topsoil was typically encountered to a depth of approximately 18 inches below surface grades These soils are compressible Due to the potential for soil compression upon loading, remedial grading of these loose soils, including overexcavation and recompaction will be required unless footings are extended to the dense tenace deposits Following implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low The low-settlement assessment assumes a well-planned and maintained site drainage system Recommendations regarding mitigation by earthwork constmction are presented m the Grading and Earthwork recommendations section of this report Expansive Soils An expansion index test was performed on a representative sample of the formational soils to determine voiumetnc change characteristics with change m moisture content An expansion index of 0 was obtained which indicates a very low expansion potential for the foundation soils Groundwater Static groundwater was not encountered to the depths of the boreholes The subject site is located at an elevation of approximately 50 feet above Mean Sea Level We do not expect groundwater to affect the proposed constmction Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section ofthis report CONCLUSIONS AND RECOMMENDATIONS The followmg conclusions and recommendations are based upon the analysis of the data and mformation obtained from our soil investigation This includes site reconnaissance, field ~investigation,iaboratory"testing and our general knowledge of the soils native to-the^ite The-site-is- suitable for the proposed residential development provided the recommendations set forth are implemented dunng constmction GRADING AND EARTHWORK Based upon the proposed constmction and the information obtained dunng the field investigation, we anticipate that the proposed stmctures will be founded on continuous and/ or spread footings, which are supported by properly compacted fill or dense sandstone of the Tenace Deposits Formation The following gradmg and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified dunng constmction by our field representative ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO U-U06E7 Clearing and Grubbing All areas to be graded or to receive fill and/or stmctures should be cleared of vegetation Vegetation and the debns from the cleanng operation should be properly disposed of off-site The area should be thoroughly inspected for any possible buned objects, which need to be rerouted or removed prior to the inception of, or dunng grading All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill matenals as recommended m the Method and Critena of Compaction section of this report Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil covers the site to a depth of approximately 18 inches below existing grade These surficial soils are susceptible to settlement upon loading Based upon the soil characteristics, we recommend the following * All topsoil and other loose natural soils should be completely removed from areas, which are planned to receive compacted fills and/or stmctural improvements The bottom of the removal area should expose competent materials as approved by ECSC&E geotechnical representative Prior to the placement of new fill, the bottom of the removal area should be scanfied a minimum depth of 6 inches, moisture-conditioned withm 2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (ASTM D1557 test method) * Overexcavation should be completed for the structural building pads to a minimum depth of 3 feet below finish pad grades The limit of the required areas of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint) * Soils utilized as fill should be moisture-conditioned and recompacted m conformance with the following Method and Cntena of Compaction section of this report The depth and extent of any overexcavation and recompaction should be evaluated m the field by a representative of ECSC&E * An alternative to the overexcavation and recompaction of the existing topsoil is to extend the footings to the dense sandstone of the Tenace Deposits Formation However, for slab - support, -we recommend overexcavation and. recompaction _of_ the _upper_two__feet_jof_ subgrade Foundation excavations should be observed by a representative of this firm to verify competent bearing soils Transitions Between Cut and Fill The proposed stmctures are anticipated to be founded in either properly compacted fill or dense sandstone of the Tenace Deposits Formation Cut to fill transitions below the proposed stmctures should be completely eliminated during the earthwork constmction as required m the previous section ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO II-II06E7 Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deletenous matenals Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned within 2 percent over the optimum moisture content and compacted to at least 90 percent relative compaction per ASTM test method D1557 The on-site granular and non-expansive soils, after being processed to delete the aforementioned deletenous matenals, may be used for recompaction purposes Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE pnor to delivery to the site Care should be taken to ensure that these soils are not detnmentally expansive Erosion Control Due to the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion Dunng constmction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation basins, positive surface grades or other method to avoid damage to the fimsh work or adjoimng properties All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution The contractor should take measures to prevent erosion of graded areas until such time as pennanent drainage and erosion control measures have been installed After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the cunent edition of the Umform Building Code, and the requirements of the junsdictional agency Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govem FOUNDATIONS AND SLABS a Continuous and spread footings are suitable for use and should extend to-minimum depths of 18 and 12 inches for the proposed residence and garage respectively below the lowest adjacent grade into the properly compacted fill soils or dense sandstone of the Tenace Deposits Formation Continuous footings should be at least 15 and 12 inches m width respectively and reinforced with four #4 steel bars, two bars placed near the top of the footings and the other two bars placed near the bottom of the footings Isolated or spread footings should have a minimum width of 24 inches Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom b. The garage floor slabs should be a minimum 4 inches thick Reinforcement should consist of #3 bars placed at 18 inches on center each way withm the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies" The slabs should be underlain by 2 inches of clean ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO I1-I106E7 sand over a 10-mil visqueen moisture banier The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump The mimmum steel recommended is not intended to prevent shrinkage cracks c. Where moisture sensitive floor coverings are anticipated over the slabs, the 10-mil plastic moisture banier should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve d. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils or the dense sandstone of the Tenace Deposits Formation as set forth m the 2010 California Building Code, Table 1804 2 This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2 e. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil An allowable passive pressure of 250 pounds per square foot per foot of depth may be used A coefficient of friction of 0 35 is recommended The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated Because of the type and minor thickness of the fill soils anticipated under the proposed footings and the hght building loads, total and differential settlements should be within acceptable limits PRESATURATION OF SLAB SUBGRADE Because of the granular characteristics of the existing soils, presoaking of the subgrade prior to concrete pour is not required However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following Site grading TEMPORARY SLOPES For the excavation of foundations and utihty trenches, temporary vertical cuts to a maximum height of 4 feet may be constmcted m fill or natural soil Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1 1 (honzontal to vertical) slope ratio OSHA guidelines for trench excavation safety should be implemented dunng constmction TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfilled and compacted Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe This backfill should be uniformly watered and 10 ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO I I-I I06E7 compacted to a firm condition for pipe support The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thm lifts, moisture-conditioned and compacted to at least 90% relative compaction DRAINAGE Adequate measures should be imdertaken to properly finish grade the site after the stmctures and other improvements are m place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area A mimmum gradient of 1 percent is recommended in hardscape areas For earth areas, a minimum gradient of 5 percent away from the structures for a distance of at least 5 feet should be provided Earth swales should have a minimum gradient of 2 percent Drainage should be directed to approved drainage facilities Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements FOUNDATION PLAN REVIEW Our firm should review the foundation plans dunng the design phase to assure conformance with the intent of this report Dunng constmction, foundation excavations should be observed by our representative pnor to the placement of forms, reinforcement oi concrete for conformance with the plans and specifications LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of cai-e ordinanly exercised, under similar circumstances, by reputable soils engineers and geologists practicing m this or similar localities No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc The samples collected and used for testing, and the observations made, are believed representative of site conditions, however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures As m most major projects, conditions revealed by constmction excavations may vary with preliminary findings If this occurs, the changed conditions must be evaluated by a representafive of ECSC&E and designs adjusted as required or altemate designs recommended This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herem are brought to the attention ofthe project architect and engineer Appropnate recommendations should be incorporated mto the stmctural plans The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations m the field 11 ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO II-II06E7 The findings of this report are valid as of this present date However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties In addition, changes in applicable or appropriate standards may occur from legislation or the broademng of knowledge Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control Therefore, this report is subject to review and should be updated after a penod of two years ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made m this report If East County Soil Consultation and Engineering, Inc IS not retained for these services, the client agrees to assume our responsibility for any potential claims that may anse dunng constmction Observafion and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development Plates No 1 through 3, Page L-'l and References are parts of this report 12 ^^^^ 1 EAST COUNTY SOIL CONSULTATION 1 & ENGINEERING, INC 1 10925 HARTLEY RD SUITE 1. SANTEE. CA 92071 j (619)258-7901 Fax (619) 258-7902 '\M''/^ ^f^^^ fU/^ A/0 / ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO 11-II06E7 PLATE NO. 2 SUMMARY SHEET BOREHOLE NO. 1 DEPTH SOIL DESCRIPTION Surface TOPSOIL dark brown, damp to moist, loose, porous, silty sand with rootlets 1 5' TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense to dense, silty sand 10 0' bottom of borehole, no caving, no groundwater borehole backfilled 6/1/11 Y M DEPTH Surface 1 5' 3 5' 4 0' BOREHOLE NO. 2 SOIL DESCRIPTION TOPSOIL dark brown, damp to moist, loose, porous, silty sand with rootlets TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense to dense, silty sand c( ce C4 t( ee ee bottom of borehole, no caving, no groundwater borehole backfilled 6/1/11 M 112 5 1102 63 69 BOREHOLE NO. 3 DEPTH SOIL DESCRIPTION Y Surface TOPSOIL dark brown, damp to moist, loose, porous, silty sand with rootlets 1 5' TERRACE DEPOSITS (Qt) reddish brown, moist, medium dense to dense, silty sand 5 0' bottom of borehole, no caving, no groundwater borehole backfilled 6/1/11 M Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % 13 MAJOR DIVISIONS SYMBOL DESCRIPTION COARSE GRAINED SOILS (MORE THAN '/J OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN 'A OF COARSE FRACTION >N0 4 SIEVE SIZE) GW WELL GRADED GRAVELS OR GRAVEL- S/WD MIXTURES LITTLE OR NO FINES COARSE GRAINED SOILS (MORE THAN '/J OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN 'A OF COARSE FRACTION >N0 4 SIEVE SIZE) GP POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES LITTLE OR NO FINES COARSE GRAINED SOILS (MORE THAN '/J OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN 'A OF COARSE FRACTION >N0 4 SIEVE SIZE) GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES COARSE GRAINED SOILS (MORE THAN '/J OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN 'A OF COARSE FRACTION >N0 4 SIEVE SIZE) GC CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES COARSE GRAINED SOILS (MORE THAN '/J OF SOIL > NO 200 SIEVE SIZE) SANDS (MORE THAN 'A OF C0/>JISE FRACTION < NO 4 SIEVE SIZE) SW WELL GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES COARSE GRAINED SOILS (MORE THAN '/J OF SOIL > NO 200 SIEVE SIZE) SANDS (MORE THAN 'A OF C0/>JISE FRACTION < NO 4 SIEVE SIZE) SP POORLY GRADED SANDS OR GRAVELLY SANDS, LITTLE ORNO FINES COARSE GRAINED SOILS (MORE THAN '/J OF SOIL > NO 200 SIEVE SIZE) SANDS (MORE THAN 'A OF C0/>JISE FRACTION < NO 4 SIEVE SIZE) SM SILTY SANDS, SILT-SAND MIXTURES COARSE GRAINED SOILS (MORE THAN '/J OF SOIL > NO 200 SIEVE SIZE) SANDS (MORE THAN 'A OF C0/>JISE FRACTION < NO 4 SIEVE SIZE) SC CLAYEY SANDS, SAND-CLAY MIXTURES FI?^E GRAINED SOILS (MORE THAN Vz OF SOIL <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 ML INORGANIC SILTS AND VERY FINE S/MMDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FI?^E GRAINED SOILS (MORE THAN Vz OF SOIL <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS FI?^E GRAINED SOILS (MORE THAN Vz OF SOIL <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY FI?^E GRAINED SOILS (MORE THAN Vz OF SOIL <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT >50 MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SANDY OR SILTY SOILS ELASTIC SILTS FI?^E GRAINED SOILS (MORE THAN Vz OF SOIL <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT >50 CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS FI?^E GRAINED SOILS (MORE THAN Vz OF SOIL <N0 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT >50 OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS, 0RG/\N1C SILTS HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS CLASSIFICATION CHART (UNIFIED SOIL CLASSIFICATION SYSTEM) CLASSIFICATION RANGE OF GRAIN SIZES US STANDARD GRAIN SIZE IN SIEVE SIZE MILLIMETERS BOULDERS Above 12 Inches Above 305 COBBLES 12 Inches To 3 Inches 305 To 76 2 GRAVEL 3 Inches to No 4 76 2 to 4 76 Coarse 3 Inches to % Inch 76 2 to 19 1 Fine VA Inch to No 4 19 1 to 4 76 SAND No 4 to No 200 4 76 to 0 074 Coarse No 4 to No 10 4 76 to 2 00 Medium No 10 to No 40 2 00 to 0 420 Fine No 40 to No 200 0 420 to 0 074 SILT AND CLAY Below No 200 Below 0 074 UiQUlO 1.1MIT ILLJ •y • / •y • / - — Emtooaf k KM thm ^I-aT3 (U 20 E»an» af U IIM V»r leal It Ll 18 To P fn» P 0 9 ILL Bl / - — Emtooaf k KM thm ^I-aT3 (U 20 E»an» af U IIM V»r leal It Ll 18 To P fn» P 0 9 ILL Bl A'' /\, / y / ^ MH J OH ^/ .L 'MLJOL 1 1 GRAIN SIZE CHART PLASTICITY CHART EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 U.S.C.S. SOIL CLASSIFICATION ROBERT BAREL:4ANN/ JUNIPER AVENUE PROJECT NO. 11-1106E7 PLATE NO. 3 6/14/11 ROBERT BARELMANN/ JUNIPER A VENUE PROJECT NO 1I-II06E7 PAGE L-l LABORATORY TEST RESULTS MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) The maximum dry density and optimum moisture content of the fill materials as determined by ASTM D1557, Procedures A and B which use 25 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4-inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6-inch diameter 1/13 3 cubic foot compaction cylinder are presented as follows SOIL TYPE/ PROCEDURE DESCRIPTION MAXIMUM DRY DENSITY (PCF) OPTIMUM MOISTURE CONTENT (%) LOCATION 1/A REDDISH BROWN SILTY SAND 122 0 9 4 BH-1 @ 2 5' EXPANSION INDEX TEST (ASTM D4829) INITIAL MOISTURE CONTENT(%) SATURATED MOISTURE CONTENT(%) INITIAL DRY DENSITY EXPANSION (PCF) INDEX LOCATION 90 172 111 1 0 BH-1 @2 5' PARTICLE SIZE ANALYSIS (ASTM D422) >/ U S. standard^'. - ::, i/-SieVeSize^^ .}mSX '.litf fi*Percent>Palsing\/*' ^-BMr@f0i4.' fc' Topsoil • »Percent>Passing\', pFBH-l(g2 5'li TerraceDeposits -ferifPaiSP IJ; BHp|g4 0|f 4 '?}irerrace*Deposits-.|« • Percent^assmg _ . #*BH-i^5 0-- * Terrace Deposits 1" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 100 93 44 21 15 100 92 44 22 16 100 90 43 20 14 100 89 39 17 122 USCS SM SM SM SM 14 ROBERT BARELMANN/JUNIPER AVENUE PROJECT NO II-II06E7 REFERENCES 1 "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, California 92008", Project No 11-1106F5, Prepared by East County Soil Consultation and Engmeering, Inc , Dated April 18, 2011 2 "2010 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council 3 "Limited Geotechnical Investigation, Proposed Residential Additions, 3920 Highland Drive, City of Carlsbad, California", Project No 10-1106G6, Prepared by East County Soil Consultation and Engineering, Inc , Dated October 6, 2010 4 "Eqfault/ Eqsearch, Version 3 0", by Blake, T F , 2000, Updated 2008 5 "Geotechnical and Foundation Engineering Design and Construction", by Robert W Day, 1999 6 "1997 Uniform Building Code, Volume 2, Structural Engineering Design Provisions", Published by International Conference of Building Officials 7 "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with the 1997 Uniform Building Code", Published by International Conference of Building Officials 8 "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S Tan and Michael P Kennedy, 1996 9 "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No 7", Published by ASCE Press, 1994 10 "Foundations and Earth Structures, Design Manual 7 2", by Department of Navy Naval Facilities Engineermg Command, May 1982, Revalidated by Change 1 September 1986 11 "Ground Motions and Soil Liquefaction durmg Earthquakes", by H B Seed and 1 M Idriss, 1982 15 CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-4R-MECH-20 Duct Leakage Test - Completely New or Replacement Duct System (Page 1 ot 2) Site Address 150 juniper ave , Carlsbad CA 92008 (System 1 ((N) FAU)) Enforcement Agency Qty of Carisbad Permit Number CBI12461 Enter the Duct System Name or Identification/Tag System 1 ((N) FAU) Enter the Duct System Location or Area Served SZWH Note Submit one Installation Certificate fbr each duct system that must demonstrate compliance in the dweiiing This (srti ficate is required for compliance for completely new duct systems installed in new dwelling construction, and also for completely new or replacement duct systems in existing dwellings For existing dwellings, a completely new or replacement duct system can also indude existing parts of the onginal duct system (e g , register boots, air handler, coil, plenums, etc ) if those parts are accessible and they can be sealed Duct Leakage Diagnostic Test - completely new or replacement duct system Enter a value fbr the Allovi/ed Leakage (CFM) for the duct system leakage verification The value entered must be VLLDCS cnteria or one ofthe three calculated leakage rates descnbed below. the Verified Low Leakage Ducts in Conditioned Space (VLLDCS) Compliance Credit If compliance credit for >'erified low leakags ducts in conditioned space is show in tha spsaal features section afthe CF-IR, the leal ag!3 tu jutsid^ t^^st methjd must used vei ifv duct lisal'aga (ief& tu RA3-. 1,4.3.4), and 25 CFM must eriter^d fer Alhvjad Leakag?. Allowed Lsakags (CRD Alluwed Itjal agt! caLulatiun " .int; calculatiuii m^thjd frum this ssctiun). Ust: b% Js.ii^zigs ftictor = u,u6) fjr calculatuns, V^'hi'i urijiritiij L I'l Leakagt? Air Handlet iLLAH) cr-dit, th^ aluvjed duct leakage mav be specified bv the CF-IR to !i» i*i.-.-> thiiri in 'A'hich c^s". tha us»r^p»ari»d kj^jge ute must be used m tha calcuiatoii!; ti'-iciA', Fo. ''^di'ipls, ii tii-? JSar^pacitisd jeakagt; (spacitied ae a percentagt; st tan airflDw) is ie[i.itjd in th.? Cr-iR us-' d'cjti^'jgie fai-tor uf u.u3 in th'i .:al.:ylatiuns beluw. D'-a'^jil'iy 'll j Nomina i..3fjc3cilY of i^aridcM.i';! iti ^on^ CFM 21,7 X 71 '''Jtui;! ^-sp^citv in Thjus^nds f>r Bti lit < feci^age Wtor = SSil-'l- „ '"^^ Dwt^sut^d 311 flu'v mtjt-hjd ,^R43.3; Efitsi )ii'^'3siirsd rai'- jf-jv ir, '"FM hat» Er.Ur \ all' f-r ActudI ^fl" (t-F-M) m ths i igfit CDlumn, tt sm mBasurem ant using applicable dud: jeakaga pr'B'iairi^^iti ;! t^-s* fii D "di,! ^ ii -ir, P'^fcr^n^e Rasidantial Appendiv P Ai.l'LFM J 2S Pa), List Actual Leakdge fi ductkdkdge t-:st,CFM) Actual Leakag; (CFM) 90 Pasii if Actual LeaUaye ia. i^'ss than Allowed Leakage I Pass • Fail Fjr cjmplstij replacsm^nt ut du;t •^V'%i"mE jnly, if fhe 5 p^i cent Itjakagt; rat^ cntt:na cannot b^j m et a smukt; tast should b» perfartned tD venf, 'hi^t tha axctss leakage is earning anl/ from a pre-a.iisting furnac; cabihat (air handrer cabinet), and not from otheraccessiWe portions ot the duct system A HERS rater must verity the installation (No samplmg allowed) List Actual Leakage trom smoke test(CFIV]) Pass if all accessible leaks (except for existing air handler) are sealed usmg smoke • Pass Q Fail l-i%S l'-av-_dc_- CalCr CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-4R-MECH-20 Duct Leakage Test - Completely New or Replacement Duct System (Page 2 of 2) Site Address 150 jumper ave , Carlsbad CA 92008 (System 1 ((N) FAU)) Enforcement Agency City ofCarlsbad Permit ISI umber • CBI12461 Cutside ait {OA) ducts fn C i-tr-s! f^" Iritt;grattid (CFI) ^ entilatian sy^ttims, shall tiiit be sealed taped ^rt dunr.g duct eaksgi^ t'.-'itinq,. CFI Cs \ 'lui-ts chat uhlat^ LDntrDllad ttiDtDiissd danipers, that open Dhly '"'hen OA 'antilatnn is laquiiad to m^-'t AiTHP^L -"tfli'3.^fiJ h':.?, ^'U du?"-, .'hen CA ventilatiun is nut rttquirsd, mavba cunfigurtid tj *-he dused pusitun dut. ig dtj,-t fifiiij, ^\ iupui. a'>e, refut'i •-';i'si)-" boots. \,ni » b» •9'"al»d ta the drvwajj Kt-i.' rii. •* .nstallatuns v.:ini ,ii uiihj-s l.i'ildinq cavities ab plsnu/ns ur itiathirm rt'^uin', in iiev uf {''u,:is. M.i'it:!. =3nd Jl rv b,iiid'--> t!i L,^I La usfd in i.itribi i.itnn ^wth Chith b,a^i^'eui| i uhber ajii»»si\'ij >luLi tap" 11 ae,38 i ^t ULt c-n'-ir\a'.ti DPSS DECLARATlnfSl Sf AlTzMENT , I irti'-ifv ui'i'i-l f-tiiiiltv of prtjiity, uridrt lii- isi'ts of th^; Etai.: or C.a|ff jtt.K^i the irifotmat'iD.'i ptovidtd Hi lhis rDtm is ftU' ati'l c^ifert, , I ..tT\ lh= i-ii tirird Hf-f i^tr. who ^eifol mit'thr v-Mfi,_riti jn £ii\irr- id-r.tif.cr! aid i-p jitt 1 a'l rhi:; ..-ii tTii-^it: i ^^.r.-.hsibU i <stii), . Ths fEuriME; IT-ii^-.!, j,!^ ompanei'', .1' 'Tianufiii-tu, " i j^. ju^s. Kjnuiung HtRS iBUTication that IB id-;ntifi?(l'jn thia c-3ititicate the irnt ^Batiari' famplie"! \irf\ i', ^ Cicpi'-jb!" . ew\ ements in Refsi an:;e Residential Appendnea RH2 and R Jk3 and the i equii ements spscitied if' *h<i lu^'trfi-ot^fs; -)f Coii^pSiafi^s (CF-lRl sppia\ed hy the lD;al anfoicement agsnev . rt\'i ififjt rfit, lii , >(, rti'd or, 3K |. ^iife s. tuns jithe Installatmn C^ttifn-atels) fCF-aii), signed and suLmitteJ Lv the pstsunfsl I "•'•j'^iiiibl' fui the instajjiTijin ^ ,pf.imi I • dm requirements spejfied -in the Csrti/iLatif s) uf Cumpjiaii^-e <CF-1R^ apptuved bythe entji^ement agency. Builder or Instdller mfDirnatton j>s shown on the I nstiilldtion Certif iciite (CF-6R) CumpanvNaine (Installing S.uL.-( nt.actjr ji •:;enetal INDOOR WEATHER Cjntractur jr Builder Ownet j Responsible Person's Name Jack Hoskm CSLB License 389506 HERS Provider Data Registry Information Sample Group # (if applicable) M/A B tested/venfied dwelling Q not-tested/verified dwelling in a HERS sample group HERS Rater Information Cal CERTS Certificate # CC 1-179875 2489 HERS Rater Company Name So Cal HERS Raters Responsible Rater's Name Kevin Rasmussen Responsible Rater's Signature Kevn Rosiniissen Responsible Rater's Certification Number w/this HERS Provider CC2005652 Date Signed 4/26/2013 _4 • - 4 4 _ BUILDING ENERGY ANALYSIS REPORT PROJECT: Robert & Margaret Barelmann Residence 150 Jumper Avenue Carlsbad, CA 92008 Project Designer: Robert Barelmann PO BOX 1698 Carlsbad, CA 92018 (760) 497-7777 Report Prepared by: Huanmmg Cong Kramer Engineenng Services 4901 Morena Blvd , Suite 1001 San Diego, CA 92117 (858) 274-9860 Job Number: Barelmanni Date: 10/27/2011 The EnergyPro computer program has been used to perfoirn the calculations summanzed in this complfance report This program has approval and is authonzed 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 com EnergyPro 5 1 by EnergySoft User Number 5196 RunCode- 2011-10-27709-25.49 ID Barelmanni TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Comphance 3 Form MF-1 R Mandatory Measures Summary 12 HVAC System Heating and Cooling Loads Summary 15 Room Load Summary 16 Room Heating Peak Loads 17 Room Cooling Peak Loads 24 EnergyPro 5 1 by EnergySoft Job Number ID Barelmanni UserNumber 5196 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-1R Project Name Robert & Margaret Barelmann Residence Project Address 150 Juniper A venue Carlsbad Building Type 0 Single Family • Addition Alone • Multi Family • Existing-t- Addition/Alteration Date 10/27/2011 California Energy Climate Zone CA Climate Zone 07 Total Cond Floor Area 2,783 Addition n/a # of stones 2 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures - If Yes, A CF-4R must be provided per Part 2 of 5 of this form • Yes • No Special Features -- If Yes, see Part 2 of 5 of this form for details INSULATION Area Special Construction Type Cavity {ff) Features (see Part 2 of 5) Status Floor Wood Framed w/Crawl Space R-30 1,545 Wew Wall Wood Framed R-19 2,363 New Wall Wood Framed R-13 477 New Roof Wood Framed Rafter R-30 1,681 New Door Opaque Door None 20 New FENESTRATION u-Exterior Orientation Area{ff) Factor SHGC Overhang Sidefins Shades Status Right (SE) 40 0 1020 0 62 20 none Bug Screen Wew Rear(NE) 34 9 1 020 0 62 20 none Bug Screen New Left (N) 16 0 1020 0 62 40 0 0/7 5 Bug Screen New Front (SW) 26 6 1 020 0 62 20 none Bug Screen New Front (W) 28 0 1020 062 40 7 0/2 5 Bug Screen New Rear(NE) 29 5 1 020 0 62 none none Bug Screen New Left (NW) 15 0 0 350 0 45 20 none Bug Screen New Left (NW) 48 0 1 020 0 62 20 none Bug Screen New Left (NW) 30 0 1.020 0 62 20 none Bug Screen New Front (SW) 24 0 0 350 0 45 none none Bug Screen New Right (SE) 18 8 1 020 0 62 20 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 95% AFUE No Cooling 13 0 SEER Setback Wew HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status ^W; FAU Ducted Ductless Garage 42 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Instant Gas 0 92 All Pipes Ins New EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27T09.25:49 ID Barelmanni Page 3 of 32 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-1R Project Name Robert & Margaret Barelmann Residence Buildmg Type 0 Single Family • Addition Alone • Multi Family • Existing-i- Addition/Alteration Date 10/27/2011 Project Address 150 Jumper A venue Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond Floor Area 2,783 Addition n/a # of stones 2 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures - If Yes, A CF-4R must be provided per Part 2 of 5 of this form • Yes • No Special Features - If Yes, see Part 2 of 5 of this form for details INSULATION Construction Type Area Special Cavity {f^ Features (see Part 2 of 5) Status FENESTRATION Orientation Area(^ u- Factor SHGC Overhang Sidefins Exterior Shades Status Right (SE) 15 0 1 020 0 62 20 0 0/4 0 Bug Screen Wew Right (SE) 34 2 1 020 0 62 20 none Bug Screen Wew Right (SE) 39 1 020 0 62 05 none Bug Screen Wew Front (SW) 36 5 1 020 0 62 30 none Bug Screen Wew Front (SW) 10 5 0 350 0 45 30 none Bug Sa-een New Rear(NE) 49 1 1 020 0 62 20 none Bug Screen New Rear (NE) 66 1 020 0 62 05 none Bug Screen New Rear(NE) 53 1020 0 62 05 none Bug Screen New Left (NW) 23 1 1 020 0 62 20 none Bug Screen New Front (SW) 23 1 1 020 0 62 20 none Bug Screen New Left(NW) 20 0 1 020 0 62 85 65/00 Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27T09:2S:49 IP-Barelmanni Page 4 of 32 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-1R Project Name Robert & Margaret Barelmann Residence Building Type 0 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 10/27/2011 Project Address 150 Jumper A venue Carlsbad California Energy aimate Zone CA Climate Zone 07 Total Cond Floor Area 2.783 Addition n/a # of stones 2 FIELD INSPECTION ENERGY CHECKLIST El Yes • No HERS Measures - If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features ~ If 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 FENESTRATION U- Exterior Orientation Areajff) Factor SHGC Overhang Sidefins Shades Status Fronf (SW) 10 5 0 350 045 20 Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709-25:49 ID Barelmanni Page 5 of 32 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name Robert & Margaret Barelmann Residence Building Type 0 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 10/27/2011 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items speafied in this checklist These items require special written justification and documentation, and speaal venfication to be used with the performance approach The enforcement agency determines the adequacy of the justification, and may reject a buildmg or design that otherwise complies based on the adequacy of the special justification and documentation submitted The HVAC System Camer 58HDX060 does not include a cooling system, field venfication is not necessary HERS REQUIRED 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. rtie HVAC System (N) FAU incorporates HERS venfied Duct Leakage HERS field verification and diagnostic testing is required to verity that duct leakage meets the specified cnteria EnergyPro 5 1 by EnergySofi User Numoer 5196 RunCode: 2011-10-27T09-25:49 iD Barelmanni Page 6 of 32 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Robert & Margaret Barelmann Residence Building Type 0 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 10/27/20111 ANNUAL ENERGY USE SUMMARY ''"'^^ (kBtu/ft^-yr) standard Proposed Margin ''"'^^ (kBtu/ft^-yr) Space Heating 7 94 9 92 -198 Space Cooling 9 36 11 12 -1 76 Fans 4 18 5 12 -0 94 Domestic Hot Water 13 74 9 01 4 74 Pumps 0 00 0 00 OOQ Totals 35 23 35 17 0 06 Percent Better Than Standard: 02% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Building Front Orientation. Number of Dwelling Units Fuel Available at Site Raised Floor Area- Slab on Grade Area: Average Ceiling Height Fenestration Average U-Factor- Average SHGC- (SW) 225 deg 1 00 Natural Gas 1,545 0 85 1 14 O60 Ext. WalJs/Roof (SW) (NW) (NE) (SE) Roof Wall Area 1,184 619 1.029 577 1,681 TOTAL- Fenestratfon/'CFA Ratio Fenestration Area f59 f52 f25 112 0 549 19 7% REMARKS STATEMENT 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 California Code of Regulations The documentation author hereby certifies that the documentation is accurate and complete Documentation Author Company Kramer Engineering Services Address 4901 Morena Blvd, Suite 1001 Name Huanmmg Cong City/State/Zip San Diego, CA 92117 10/27/2011 Phone (S58) 274-9860 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented m 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 refngerant charge, insulation installation quality, and building envelope sealing require installer testmg and certification and field venfication by an approved HERS rater Designer or Owner (per Business & Professions Code) Company Robert Barelmann Address SOX *698 Name Pobert Barelmann City/State/Zip Carlsbad, CA 92018 Phone (760) 497-7777 Signed License # Date EnergyPro 5 1 bv EnerovSoft UserNumber 5196 RunCode-2011-10-27T09.25-49 ID Barelmanni Paae 7 of 32 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Robert & Margaret Barelmann Residence Building Type 0 Single Family • Additon Alone • Multi Family • Existing+ Addition/Alteration Date \IO/27/2011 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Extenor Frame Intenor Frame Azm Tilt Status Joint Appendix 4 Location/Comments Floor 433 0 028 R-30 0 f80 New 4 4 1-A7 F;rs< Floor Wall 113 0 074 R-f9 f35 90 New 4 3 1-A5 First Floor Wall 183 0 074 R-19 45 90 New 4 3 1-A5 First Floor Wall 54 0 074 R-19 0 90 New 4 3 1-A5 First Floor Wall 243 0 102 R-13 225 90 New 4.3 1-A3 First Floor Floor 452 0 028 R-30 0 fSO New 4 4 1-A7 First Floor Wall 30 0 074 R-19 270 90 New 43 1-A5 First Floor Wall 25 0 074 R-19 135 90 New 4 3 1-A5 First Floor Wall 262 0 074 R-19 45 90 New 4 3 1-A5 First Floor Wall 87 0 074 R-19 315 90 New 4 3 1-A5 First Floor Wall 20 0 074 R-19 225 90 New 4 3 1-A5 First Floor Floor 240 0 028 R-30 0 180 New 4 4 1-A7 First Floor Roof 203 0 035 R-30 0 0 New 4 22-A17 First Floor Wall 108 0 074 R-19 315 90 New 4 3 1-A5 First Floor Wall 148 0 074 R-19 225 90 New 4 3 1-A5 First Floor Floor 180 0 028 R-30 0 ISO New 4 4 1-A7 First Floor FENEST RATIO HSURFACE OET AILS ID Type Area U-Factor' SHGC'' Azm Stettus Glazing T^e Location/Comments 1 Window 90 f 020 COG 0 62 COG 135 Wew Oldcastle Metal Tinted First Floor 2 Window 29 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted First Floor 3 Window 7 1 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted First Floor 4 Window 23 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted First Floor 5 Window 23 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted First Floor 6 Window 7 1 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted First Floor 7 Window 29 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted First Floor 8 Window 64 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted First Floor 9 Window 7 7 1020 COG 0 62 COG 45 New Oldcastle Metal Tinted First Floor 10 Window 24 1020 COG 0 62 COG 45 New Oldcastle Metal Tinted First Floor 11 Window 18 8 1020 COG 0 62 COG 45 New Oldcastle Metal Tinted First Floor 12 Window 60 1020 COG 0 62 COG 45 New Oldcastle Metal Tinted First Floor 13 Window 16 0 1020 COG 0 62 COG 0 New Oldcastle Metal Tinted First Floor 14 Window 20 2 1020 COG 0 62 COG 225 New OldcasOe Metal Tinted First Floor 15 Window 64 1020 COG 0 62 COG 225 New Oldcastle Metal Tinted First Floor 16 Window 28 0 1020 COG 0 62 COG 270 New Oldcastle Metal Tinted First Floor (1) U-Factor Type (2) SHGC Type 116-A = Default 116-B = Default Table from Standards, Table from Standards, NFRC NFRC : Lat}eled Value : Labeled Value EXTERIOR SHADING DETAILS ID Extenor Shade Type SHGC Window Overhang LeftRn Right Fin ID Extenor Shade Type SHGC Hqt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0 76 48 f 9 20 10 0 20 20 2 Bug Screen 0 76 1 5 f 9 20 10 0 20 20 3 Bug Screen 0 76 48 15 20 10 0 20 20 4 Bug Screen 0 76 15 15 20 10 0 20 20 5 Bug Screen 0 76 1 5 15 20 10 0 20 20 6 Bug Screen 0 76 48 15 20 10 0 20 20 7 Bug Screen 0 76 15 19 20 10 0 20 20 8 Bug Screen 0 76 15 43 20 10 0 20 20 9 Bug Screen 0 76 48 1 7 20 10 0 20 20 10 Bug Screen 0 76 15 1 7 20 100 20 20 11 Bug Screen 0 76 48 40 20 10 0 20 20 12 Bug Screen 0 76 15 40 20 10 0 20 20 13 Bug Screen 0 76 40 40 40 08 15 15 00 00 0 15 75 0 14 Bug Screen 0 76 48 43 20 10 0 20 20 15 Bug Screen 0 76 15 43 20 10 0 20 20 16 Bug Screen 0 76 80 35 40 08 15 15 f 0 70 0 1 0 25 0 EnergyPro 5 1 by EnergySoft User Numbei Sl96 RunCode: 2011-10-27T09:2S:49 ID Barelmanni Page 6 of 32 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Robert & Margaret Barelmann Residence Building Type 0 Single Family • Addition Alone • Multi Family • Existing+ Addibon/Alteration Date 110/27/2011 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Extenor Frame Intenor Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 134 0 102 R-13 225 90 New 4 3 1-A3 First Floor Wall 100 0 102 R-13 135 90 New 4 3 1-A3 First Floor Door 20 0 500 None 135 90 New 4 5 1-A4 First Floor Floor 240 0 028 R-30 0 180 New 4 4 1-A7 Second Floor Roof 756 0 035 R-30 0 0 New 4 2 2-A17 Second Floor Wall 207 0 074 R-19 135 90 New 4 3 1-A5 Second Floor Wall 115 0 074 R-19 225 90 New 4 3 1-A5 Second Floor Wall 276 0 074 R-19 45 90 New 4 3 1-A5 Second Floor Roof 366 0 035 R-30 0 0 New 4 2 2-A17 Second Floor Wall 184 0 074 R-19 45 90 New 4 3 1-A5 Second Floor Wall 114 0 074 R-19 315 90 New 4 3 1-A5 Second Floor Wall 125 0 074 R-19 225 90 New 4 3 1-A5 Second Floor Roof 356 0 035 R-30 0 0 New 4 2 2-A17 Second Floor Wall 104 0 074 R-19 315 90 New 4 3 1-A5 Second Floor Wall 211 0 074 R-19 225 90 New 4 3 1-A5 Second Floor FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC"^ Azm Status Glazing Type Location/Comments 17 Window 18 0 f 020 COG 0 62 COG 45 New Oldcastle Metal Tinted Ffrsf Floor 18 Window 15 0 0 350 COG 045 COG 315 New Oldcastle Metal Tinted - Dual First Floor 19 Window 48 0 1020 COG 0 62 COG 315 New Oldcastle Metal Tinted First Floor 20 Window 300 1020 COG 0 62 COG 315 New Oldcastle Metal Tinted First Floor 21 Window 12 0 0 350 COG 0 45 COG 225 New Oldcastle Metal Tinted - Dual First Floor 22 Window 12 0 0 350 COG 0 45 COG 225 New Oldcastle Metal Tinted - Dual First Floor 23 Window 113 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted Second Floor 24 Window 75 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted Second Floor 25 Window 15 0 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted Second Floor 26 Window 96 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted Second Floor 27 Window 7 5 1020 COG 0 62 COG 135 New Oldcastle Metal Tinted Second Floor 28 Window 75 1 020 COG 0 62 COG 135 New Oldcastle Metal Tinted Second Floor 29 Window 96 1 020 COG 0 62 COG 135 New Oldcastle Metal Tinted Second Floor 30 Window 39 1 020 COG 0 62 COG 135 New Oldcastle Metal Tinted Second Floor 31 Window f5 0 1 020 COG 0.62 COG 225 New Oldcastle Metal Tinted Second Floor 32 Window 21 5 1020 COG 0 62 COG 225 New Oldcastle Metal Tinted Second Floor (1) U-Factor Type 116-A = Default (2) SHGC Type 116-B = Default Table from Standards, Table from Standards, NFRC: NFRC = Labeled Value Lat>eled Value EXTERIOR SHADING DETAILS (D Extenor Shade Type SHGC Window Hgt Wd Len Overhang Hgt LExt RExt Left Fm Dist Len Hgt Dist Len Right Fin Hgt 17 Bog Screen 0 76 18 Bug Screen 0 76 50 30 20 0.1 30 13 5 19 Bug Screen 0 76 80 60 20 0 1 95 35 20 Bug Screen 0 76 50 60 20 0 1 30 20 21 Bug Screen 0 76 22 Bug Screen 0 76 23 Bug Screen 0 76 50 23 20 0 1 30 20 24 Bug Screen 0 76 50 15 20 0 1 30 20 25 Sog Screen 0 76 25 60 20 25 10 5 25 00 00 25 40 26 Sog Screen 0 76 50 19 20 0 1 20 20 27 Bug Screen 0 76 50 15 20 0 1 20 20 28 Sog Screen 0 76 50 15 20 0 1 20 20 29 Sog Screen 0 76 50 19 20 0 1 20 20 30 Sog Screen 0 76 50 15 05 0 1 20 20 31 Sog Screen 0 76 50 30 30 0 1 20 20 32 Sog Screen 0 76 50 43 30 0 1 20 20 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode. 20ll-10-2rT09.2S 49 ID Barelmanni Page 9 of32 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-IR Project Name Robert & Margaret Barelmann Residence Building Type 0 Single Family • Addition Alone • Multi Family • Existing-i- Addition/Alteration Date \IQ/27^011 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Extenor Frame Intenor Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC^ Azm Status Glazing Type Location/Comments 33 Window 10 5 0 350 COG 0 45 COG 225 Wew Oldcastle Metal Tinted- Dual Second Floor 34 Window 8 1 1 020 COG 0 62 COG 45 Wew Oldcastle Metal Tinted Second Floor 35 Window 16 0 1020 COG 0 62 COG 45 Wew Oldcastle Metal Tinted Second Floor 36 Window 40 1020 COG 0 62 COG 45 New Oldcastle Metal Tinted Second Floor 37 Window 66 1020 COG 0 62 COG 45 New Oldcastle Metal Tinted Second Floor 38 Window 53 1 020 COG 0 62 COG 45 New Oldcastle Metal Tinted Second Floor 39 Window 75 1020 COG 0 62 COG 45 New OWcasfle Metal Tinted Second Floor 40 Window 12 5 1020 COG 0 62 COG 45 New Oldcastle Metal Tinted Second Floor 41 Window 125 1 020 COG 0 62 COG 45 New Oldcastle Metal Tinted Second Floor 42 Window 10 6 1 020 COG 0 62 COG 315 New Oldcastle Metal Tinted Second Floor 43 Wmdow 12 5 1020 COG 0 62 COG 315 New Oldcastle Metal Tinted Second Floor 44 Window 15 6 1 020 COG 0 62 COG 225 New Oldcastle Metal Tinted Second Floor 45 Wmdow 75 1020 COG 0 62 COG 225 New Oldcastle Metal Tinted Second Floor 46 Window 20 0 1020 COG 0 62 COG 315 New Oldcastle Metal Tinted Second Floor 47 Wmdow 10 5 0 350 COG 0 45 COG 225 New Oldcastle Metal Tinted - Dual Second Floor (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 Extenor Shade Type SHGC Window Overhang Left Rn Right Fm ID Extenor Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 33 Bug Screen 0 76 35 30 30 0 1 20 20 34 Bug Screen 0 76 50 1 7 20 0 1 20 20 35 Bug Screen 0 76 40 40 20 0 1 20 20 36 Bug Screen 0 76 37 Bug Screen 0 76 50 19 05 0 1 20 20 38 Bug Screen 0 76 50 19 05 0 1 20 20 39 Bug Screen 0 76 40 Bug Screen 0 76 50 25 20 0 1 20 ZO 41 Bug Screen 0 76 50 25 20 0 1 20 20 42 Bug Screen 0 76 50 22 20 0 1 20 20 43 Bug Screen 0 76 50 25 20 0 1 20 20 44 Bug Screen 0 76 5.0 32 2.0 0 1 20 20 45 Bug Screen 0 76 50 15 20 0 1 20 20 46 Bug Screen 0 76 67 30 85 0 1 10 14 0 f 0 65 0 00 00 0 47 Bug Screen 0 76 35 30 20 0 1 20 20 EnergyPro 5 1 by EnergySoft User Numbei 5lS6 RunCode: 2011-10-27709:25:49 ID Barelmanni Page 10 of 32 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1R Project Name Robert & Margaret Barelmann Residence Building Type Q Single Family • Addition Alone • Multi Family • Existing-i- Addibon/Alteration Date 10/27/2011 BUILDING ZONE INFORMATION System Name Zone Name Floor Area (ft") Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built (N) FAU Kitchen & Dining Room 43: 1 3,897 Great Room 452 4,068 Media Room 24C 1 2,163 Stairs, Elevator, & Powder Room 18C 1,616 Master & Sitting Rooms 756 6,046 Guest Room 36£ 2,928 Stairs, Elevator, & Laundry Room 356 2,850 Totals 2,78J 0 0 0 HVAC SYSTEMS System Name Qty Heating Type Mm Eff Cooling Type Mm Eff Thermostat Type Status (N) FAU 1 Central Furnace 95% AFUE Wo Cooling 13 0 SEER Setback Wew HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested"? Status (N) FAU Ducted Ductless Garage 42 New • • • • WATER HEATING SYSTEMS System Name Qty Type Distnbution Rated Input (Btuh) Tank Cap Energy Factor or RE Standby Loss or Pilot Ext Tank Insul R- Value Status Noritz NRC98 Series 2 nstant Gas All Pipes Ins 180,000 0 0 92 n/a n/a Wew MULTI-FAMILY WAl FER HEATING DETAI LS HYDRONIC fiEATING SYSTEM PIPING Control Hot Water Piping Length (ft) Add Vz" Insulation System Name Pipe Length Pipe Diameter Insul Thick Control Qty HP Plenum Outside Buried Add Vz" Insulation System Name Pipe Length Pipe Diameter Insul Thick • • • • • EnergyPro 51 by EnergySoft UserNumber 5196 RunCode-2011-10-27T09:25-49 ID Barelmanni Paqe 11 of 32 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1 R Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 NOTE Low-nse residential buildings subject to the Standarcte must comply wrth all applicable mandatory measures listed, regardless of the compliance approach used More stnngent energy measures listed on the Certficate of Compliance (CF-IR, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an astensk (*) below This Mandatory Measures Summary shall be mcorporated into the permit documents, and the applicable features shall be considared by alf partes as minimum component performance speaficatons whether they are shown elsewhere in the documents or in this summary Submit all applicable sectons of the MF-1 R Form with plans Building Envelope Measures: §116(a)1 Doors and windows between condifloned and unconditoned spaces are manufactured to limit air leakage §116(a)4 Fenesfratton products (except field-fabncated windows) have a label listing the certfied U-Factor, certfied Solar Heat Gam Coefficient (SHGC), and infilt-aton that meets the requirements of §10-111 (a) §117 Extenor doors and windows are weather-stnpped, a!i joints and penetrations are caulked ctnd sealed §118(a) Insulaton specified or installed meets Standards for Insulatng Matenal Indicate type and indude on CF-6R Form §118(i) The thermal emittance and solar reflectance values of the cool roofing matenal meets the requirements of §118(i) when the installaton of a Cool Root is specified on the CF-1 R Form *§150(a) Mmimum R-19 insulaton in wood-frame ceiling or equivalent U-factor §150(b) Loose til insulaton shall confonn with manufacturer's installed design labeled R-Value *§150(c) Minimum R-13 insulaton in wood-frame wall or equivalent U-tactor *§150(d) Minimum R-13 insulaton in raised wood-frame floor or equivalent U-factor §150(f) Air retarding wrap is tested, labeled, and installed according to ASTM El677-95(2000) when specified on the CF-IR Form §1 SO(.q) Mandatory Vapor barner installed in Climate Zones 14 or 16. §150(1) Water absorpton rate for slab edge insulaton matenal 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 detenoraton Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A Masonry or factory-built fireplaces have a closable metal or glass door covenng the entire opening of the firebox §150(e)1 B Masonry or factory-buitt fireplaces have a combusfion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tght-fittng damper and or a combuston-air control device §150(e)2 Contnuous buming pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited Space Conditioning, Water Heating and Plumbing System Measures: §110-§113 HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certfied by the Energy Commission §113(c)5 Water heatng recirculaton loops serving multple dwelling units and High-Rise residental occupanaes meet the air release valve, backflow preventon, pump isolaton valve, and recirculaton loop connecton requirements of §113(c)5 §115 Contnuously burning pilot lights are prohibited for natural gas fan-type cenfral furnaces, household cooking appliances (appliances with an electical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters §150(h) Heatng and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA §150(i) Heatng systems are equipped with thermostats that meet the sett)ad< requiremenfe of Sec&on 112(c) §1500)1 A Storage gas water heaters rated with an Energy Factor no greater Uian the federal minimal standard are extemally wrapped with insulaton having an installed tfiermal resistance of R-12 or greater §150(j)1 B Unfired storage tanks, such as storage tanks or backup XanVs for solar water-heatng system, or other indirect hot water tanks have R-12 extemal insulation or R-16 intemal insulation where the intemal insulaton R-value is indicated on the extenor of the tank §150(])2 First 5 feet of hot and cold water pipes closest to water heater tank, non-rearculatng systems, and entire length of recirculatng sectons of hot water pipes are insulated per Standards Table 150-B §150(1)2 Cooling system piping (sucton, chilled water, or bnne lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equaton 150-A §1500)2 Pipe insulaton for steam hydronic heatng systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A §150(i)3A Insulaton is protected fi-om damage, including that due to sunlight, moisture, equipment maintenance, and wind §15O0)3A Insulaton for chilled water piping and refiigerant sucton lines includes a vapor retardant or is enclosed entrely in conditoned space §150(|)4 Solar water-heatng systems and/or coltectois are certified by ttie Solar Ratng and Certficaton Corporation EnergyPro 5 1 by EnergySoft UserNumber 5196 RunCode- 2011-10-27TG3:25:43 jP Barelmanni Page 12of 32 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 §150(m)1 All air-distnbuton system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sectons 601, 602, 603,604, 605 and Standard 6-5, supply-air and retum-air ducts and plenums are insulated to a minimum installed level of R- 4 2 or endosed entrely in conditoned space Openings shall be sealed wrth mastc, tape or other duct-dosure 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 mastc or tape is used to seal openings greater than 1/4 inch, the combinaton of mastc and either mesh or tape shall be used §150(m)1 Building cavites, support platforms for air handlers, and plenums defined or constructed with matenals other than sealed sheet metal, duct board or flexible duct shall not be used for conveying condrtioned air Building cavrties and support platforms may contain ducts Ducts installed in cavites and support platforms shall not be compressed to cause reductons in the cross-sectonal area of the ducts §150(m)2D Joints and seams of duct systems and their components shall not be sealed with ctoth back rubber adhesive duct tapes unless such tape is used in combinaton wrth mastc and draw bands §150(m)7 Exhaust fan systems have back draft or automate dampers §150(m)8 Gravity ventilatng systems serving conditoned space have either automate or readily accessible, manually operated dampers §150(m)9 Insulaton shall be protected from damage, induding that due to sunlight, moisture, equipment maintenance, and wind Cellular foam insulaton shall be protected as above or painted with a coatng that is water retardiant and provides shielding fi'om solar radiation that can cause degradaton of the matenal §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 Ventlaton and Acceptable Indoor Air Quality in Low-Rise Residental Buildings Window operafion is not a permissible meUiod of providing the Whole Building Ventlation required in Secton 4 of that Standard Pool and Spa Heating Systems and Equipment Measures: §114(a) Any pool or spa heatng system shall be certified to have a thermal efficiency that complies with the Appliance Efficiency Regulafions, an on-off switch mounted outside of the heater, a permanent weatherproof plate or card with operatng inst-uctons, and shall not use elecfric resistance heatng or a pilot hght §114(b)1 Any pool or spa heatng equipment shall be installed witti at least 36° of pipe between filter and heater, or dedicated sucton and retum lines, or built-up connectons for future solar heatmg. §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 directonal inlets that adequately mix the pool water, and a tme switch that will allow all pumps to be set or programmed to run only dunng off-peak electnc demand penods §150(p) Residental pool systems or equipment meet ttie pump sizing, flow rate, piping, filters, and valve requirements of §150(p) Residential Lighting Measures: §150(k)1 High efficacy luminaires or LED Light Engine witti Integral Heat Sink has an efficacy ttiat is no lower than tiie efficacies contained in Table 150-C and is not a low efficacy luminaire as speafied by §150(k)2 §150(k)3 The wattage of pennanently 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 fi-equency no less Uian 20 kHz §150(k)5 Permanentiy installed night lights and night lights integral to a permanentiy installed luminaire or exhaust fan shall contain only high efficacy lamps meefing 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 detennined 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 ttie 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 ttie total rated wattage of permanentiy installed lighting in krtchens shall be high efficacy EXCEPTION Up to 50 watts for dwelling units less than or equal to 2,500 fta or 100 watts for dwelling units larger than 2,500 fta may be exempt fi'om the 50% high efficacy requirement when all low efficacy luminaires in ttie kitchen are cont'olled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a mult-scene programmable control system, and all permanentty installed luminanes in garages, laundry rooms, dosets greater ttian 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor §150(k)9 Permanentiy installed Iighting that is intemal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709.25:49 ID Barelmanni Page 13 of 32 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-IR Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 §150(k)10 Permanentiy mstalled luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy EXCEPTION 1 Permanentiy installed low efficacy luminaires shall be allowed provided that they are conti'olled by a manual-on occupant sensor certified to comply with tiie applicable requirements of §119 EXCEPTION 2 Permanentiy installed low efficacy luminaires in closets less than 70 square feet are not required to be conti'olled by a manual-on occupancy sensor §150(k)11 Permanentiy installed luminaires located in rooms or areas other tiian in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires EXCEPTION 1 Permanentiy installed low efficacy luminaires shall be allowed provided tiiey are conti'olled by eitiier a dimmer switch ttiat complies witti the applicable requirements of §119, or by a manual- on occupant sensor that complies witti Uie applicable requirements of §119 EXCEPTION 2 Lighting in detached storage building less than 1000 square feet located on a residentiai site is not required to compty with §150(k)11 §150(k)12 Luminaires recessed into insulated ceilings shall be listed for zero dearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating latraratory, and have a label that certifies the lumiunaire is airtight witti air leakage less ttien 2 0 CFM at 75 Pascals when tested in accordance witti ASTM E283; and be sealed witti a gasket or caulk between the luminaire housing and ceiling §150(k)13 Luminaires providing outdoor lighting, induding lighting for private patios in low-nse residential buildings witii four or more dwelling units, enfrances, balconies, and pordies, which are permanentiy mounted to a residential building or to other buildings on the same lot shall be high efficacy EXCEPTION 1 Permanentiy installed outdoor low efficacy luminaires shall be allowed provided tiiat they are controlled by a manual on/off switch, a motion sensor not having an overnde or bypass switch that disables the motion sensor, and one of the following confrols a photoconfrol not having an overnde or bypass switch that disables Uie photocontrol, OR an astronomical time clock not having an ovemde or bypass switch ttiat cTisables ttie astronomical time dock, OR an energy management control system (EMCS) not having an ovemde or bypass switch ttiat allows ttie luminaire to be always on EXCEPTION 2 Outdoor luminaires used to comply wiUi Exceptioni to §150(k)13 may be controlled by a temporary overnde switch which bypasses the motion sensing function provided that ttie motion sensor is automatically reactivated within six hours EXCEPTION 3 Pennanentiy installed luminaires in or around swimming pool, wafer feahjres, or other location subject to Article 680 of the California Electnc Code need not be high efficacy luminaires §150(k)14 Intemally illuminated address signs shall comply witti 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 vehides per site shall comply witti Uie applicable requirements in Sectons 130,132, 134, and 147 bghtng for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,134, and 146 §150(k)16 Permanentiy installed lighting in the endosed, non-dwelling spaces of low-nse residential buildings with four or more dwelling units shall be high efficacy luminaires EXCEPTION Pemrianenfly installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certfied to comply with ttie applicable requirements of §119 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode. 2011-10-27709 25 49 ID Barelmanni Page 14 of 32 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 System Name (N) FAU Floor Area 2,783 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOUNG PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 58,000 Total Room Loads 1,457 31,415 1,872 1,470 39,099 Total Output (Btuh) 58,000 Retum Vented Lighting 0 Output (Btuh/sqft) 20 8 Retum Air Ducts 0 1,483 Cooling System Return Fan 0 0 Output per System 0 Ventilation 51 440 613 51 1,834 Total Output (Btuh) 0 Supply Fan 0 0 Total Output (Tons) 00 Supply Air Ducts 0 1,483 Total Output (Btuh/sqft) 00 Total Output (sqft/Ton) 00 TOTAL SYSTEM LOAD 31,856 2,484 43,900 Air System CFM per System 2,000 HVAC EQUIPMENT SELECTION Airflow (cfm) 2,000 Gamer 58HDX060 0 0 58,000 Airflow (cfm/sqft) 0 72 Airflow (cfm/Ton) 00 Outside Air (%) 26% Total Adjusted System Output 0 0 58,000 Outside Air (cfm/sqft) 0 02 (Adjusted for Peak Design conditions) Note- values atwve qiven at ARI conditions TIME OF SYSTSW PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34 °P 66 °F Outside Air 51 cfm 67 "F < 66 "F • 93 "i^ 1 Supply Fan Heating Coil 2,000 cfm 93 "F ROOM 68 "F _| COOUNG SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 "F Outside Air 51 cfm 75 / 62 "F « 75 / 62 °F 75 / 62 "F 55/54 »F Supply Fan 2,000 ctiti B—r 1 Cooling Coil 55 / 54 'F 46 4% ' ROOM i ! 75 ' 62 °F _l EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709:25:49 ID Barelmanni Page 15 of 32 ROOM LOAD SUMMARY Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 System Name (N) FAU Floor Area 2,783 ROOM LOAD SUMMARY ROOM C(X)L1NG PEAK COIL COOLING PEAK COIL HTG PEAK Zone Name Room Name Mult CFM Sensible Latent CFM Sensible Latent CFM Sensible F;rsf Floor Kitchen & Dining Room 1 363 7,833 567 363 7,833 567 299 7940 Great Room 1 261 5,634 174 261 5,634 174 252 6,701 Media Room 1 97 2,090 93 97 2,090 93 109 2,896 Stairs, Elevator, S Powdei 64 1,391 69 64 1,391 69 84 2,242 Second Floor Master & Sitting Rooms 1 358 7,731 491 358 7,731 491 401 10,672 Guest Room 1 214 4,608 341 214 4,608 341 209 5,566 Stairs, Elevator, & Laundr 1 99 2,129 137 99 2,129 137 116 3,083 PAGE TOTAL TOTAL * 1,457 31,415 1,872 1,470 39,099 PAGE TOTAL TOTAL * 1.457 31,415 1,872 1,470 39,099 * Tots! inCtiidQS VQntilci^QTi load for zor}3} systsms EnemvPro 5 1 by EnerovSoft UserNumber 5196 RunCode-2011-10-27709:25 49 ID Barelmanni Page 16 of 32 ROOM HEATING PEAK LOADS Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDfTIONS Room Name Kitchen & Dining Room Floor Area 433 Oft^ Indoor Dry Bulb Temperature 6S °^ Time of Peak Jan 1 AM Outdoor Dry Butb Temperature 34 "F Area U-Value AT°F 433 0 X 0 0280 X 34 — 349 1 X 0 0740 X 34 - 117 5 X 12004 X 34 243 4 X 0 1020 X 34 - X X X X X X X X - X X - X X - X X — X X X X - X X — X X - X X — X X X X X X - X X X X - X X X X — X X - X X — X X X X X X X X - X X — X X Conduction R-30 Fioor Crawlspace R-19 Wall Oldcastle Metal Tinted R-13 Wall Items shown with an astensk (*) denote conduction through an mtenor surface to another room lnfiltration:[ Btu/hr Page Total 412 878 4,796 844 6,930 1 00 1078 Schedule Fraction 433 9 00 0 424 Air Sensble Area Ceiling Height ACH /60] X 34 1,010 AT TOTAL HOURLY HEAT LOSS FOR ROOM 7,940 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709-25:49 ID Barelmanni Page 17 of 32 ROOM HEATING PEAK LOADS Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDfriONS Room Name Floor Area Indoor Dry Bulb Temperature Great Room 452 0 ft' 68 °F Time of Peak Outdoor Dry Bulb Temperataire Jan 1 AM 34 °F Area U-Value AT°F 4520 X 0 0280 X 34 — 423 5 X 0 0740 X 34 — 94 0 X 1 2004 X 34 = 15 0 X 0 6162 X 34 — X X — X X = X X X X — X X X X — X X — X X - X X — X X — X X X X X X X X X X - X X — X X — X X X X X X - X X = X X — X X X X = X X - X X — X X Conduction R-30 Floor Crawlspace R-19 Wall Oldcastle Metal Tinted Oldcastle Metal Tinted - Dual Items shown with an astensk (*) denote conduction through an mtenor surface to another room infiltration:[ Btu/hr Page Total 430 1,066 3,837 314 5,647 100 1078 452 Schedule Fraction Air Sensible 9 00 0 424 /60] X 34 1,054 Area Ceiling Height ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 6.701 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode- 2011-10-27709-2S-49 ID Barelmanni Page 18 o/32 ROOM HEATING PEAK LOADS Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature Mecfra Room 240.3 it' 68 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Area U-Value AT°F 240 3 X 0 0280 X 34 202 8 X 0 0350 X 34 255 0 X 0 0740 X 34 — 30 0 X 1 2004 X 34 X X X X — X X - 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 - X X - X X X X - X X - X X - X X - X X - X X - X X - X X X X - X X s Conduction R-30 Floor Crawlspace R-30 Roof Cathedral R-19 Wall Oldcastle Metal Tinted Items shown with an asterisk (*) denote conduction through an intenor surface to another room lnfiltration:[ 100 1078 240 Schedule Fraction Air Sensible Btu/hr Page Total 229 24/ 642 1,224 2336 9 00 0 424 /60] X 34 560 Area Ceilmg Height ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 2,896 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709:25:49 ID Barelmanni Page 19 of 32 ROOM HEATING PEAK LOADS Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDmONS Room Name Stairs, Elevator, & Powder Room Floor Area 179.5 ft' Indoor Dry Bulb Temperature 68 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Area U-Value AT°F 179 5 X 0 0280 X 34 = 233 5 X 0 1020 X 34 24 0 X 0 6162 X 34 = 20 0 X 0 5000 X 34 — X X X X — X X X X X X SS X X — X X -r X X — X X — X X — X X X X = X X = X X — X X X X — X X — X X X X X X - X X - X X X X X X = X X X X X X = Conduction R-30 Floor Crawlspace R-13 Wall Oldcastle Metal Tinted - Dual Wood Door Items shown with an astensk (*) denote conduction through an mtenor surface to another room Infiltration:[ 100 1078 X 180 9 00 X 0 424 Btu/hr Page Totai 171 810 503 340 1,823 /60] X 34 419 Schedule Fraction Air Sensible Area Ceiling Height ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 2.242 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709-25-49 ID Barelmanni Page 20 of 32 ROOM HEATING PEAK LOADS Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature Master & Sitting Rooms 755.8 ff' 68 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1AM 34 °F Area U-Value AT'-F 240 0 X 0 0280 X 34 755 8 X 0 0350 X 34 598 0 X 0 0740 X 34 - 148 4 X 12004 X 34 10 5 X 0 6162 X 34 X X - X X - X X - X X X X - X X - X X — X X - X X X X — X X — X X — X X X X X X X X X X - X X — X X - X X - X X — X X — X X - X X - X X X X = Conduction R-30 Floor Crawlspace R-30 Roof Cathedral R-19 Wall Oldcastle Metal Tinted Oldcastle Metal Tinted - Dual Items shown with an astensk (') denote conduction ttirough an intenor surface to another room Infiltration:[ 100 X 1078 x 756 8 00 X 0 477 Btu/hr Page Total 228 899 1,505 6,057 220 8,909 /60] X 34 1,762 Schedule Fraction Air Sensible Area Ceiling Height ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 10,672 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode- 2011-10-27709-25-49 ID Barelmanni Page 21 of 32 ROOM HEATING PEAK LOADS Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDmONS Room Name Floor Area Indoor Dry Bulb Temperature Guest Room 366.0 ft' 68 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Area U-Value AT°F 366 0 X 0 0350 X 34 — 423 1 X 0 0740 X 34 -- 78 7 X 12004 X 34 - X X X X = X X X X X X — X X X X = X X X X — X X X X = X X X X — X X — X X - X X X X X X — X X - X X X X - X X — X X X X — X X X X — X X - X X Conduction R-30 Roof Cathedral R-19 Wall Oldcastle Metal Tinted Items shown with an astensk (*) denote conduction through an interior surface to another room lnfiltration:[ Btu/hr Page Total 436 1,065 3,212 4,712 100 1078 366 8 00 0 477 Schedule Fraction Air Sensible fisea Ceiling Height ACH /60] X 34 853 AT TOTAL HOURLY HEAT LOSS FOR ROOM 5,566 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709:25-49 ID Barelmanni Page 22 of 32 ROOM HEATING PEAK LOADS Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Stairs, Elevator, & Laundry Room Floor Area 356 3 ff' Indoor Dry Bulb Temperature 6S °^ Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Area U-Value AT°F 356 3 X 0 0350 X 34 314 7 X 0 0740 X 34 20 0 X 12004 X 34 - 10 5 X 0 6162 X 34 - X X - X X - X X - X X - X X - X X X X - X X X X - X X — X X - X X — X X X X X X - X X - X X - X X X X — X X - X X X X — X X - X X — X X - X X X X Conduction R-30 Roof Cathedral R-19 Wall Oldcastle Metal Tinted Oldcastle Metal Tinted - Dual Items shown with an astensk (*) denote conduction ttirough an intenor surface to another room Infiltration:[ 100 1078 356 8 00 0 477 Btu/hr Page Total 424 792 816 220 2,252 Schedule Fraction Air Sensible /60] X 34 831 Asea Ceiling Height ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 3,083 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode- 2011-10-27709:25:49 ID Barelmanni Page 23 of 32 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature Kitchen & Dining Room 433.0 ft' 75 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature 83 °F 68 °F 10 °F Area 433 0 X 112 5 X 182 6 X 540 X 243 4 X X X X X Opaque Surfaces Orientation U-Faclor CLTD' Btu/hr R-30 Floor Crawlspace R-19 Wall R-19 Wall R-19 Wall R-13 Wall (SE) (NE) (N) (SW) 0 0280 X 90 — 109 0 0740 X 16 0 — 133 0 074O X 14 0 -189 0 0740 X 80 — 32 0 1020 X 16 0 397 X — X = X X — Items shown with an astensk (*) denote conduction through an intenor surface to anottier room 1 Cooling Load Temperature Difference (CLTD) Shaded Page Total Unshaded 861 Fenestration Orientation Area GLF (N) Window - 9C (N) Window - 9D (N) Window - 9E (N) Window - 9F (N) Window - 10A (N) Window - 108 (Wj Window - IOC (N) Window - 10D (N) Window - 10E (SE) (SE) (SE) (SE) (SE) (SE) (SE) (SE) (NE) 00 00 00 00 00 00 00 00 00 25 4 25 4 25 4 25 4 25 4 25 4 25 4 25 4 25 4 Area GLF Btu/hr 90 X 41 8 — 376 29 X 41 8 121 7 1 X 41 8 = 297 23 X 4T 8 96 23 X 41 8 — 96 7 1 X 41 8 — 297 29 X 41 8 121 64 X 41 8 267 7r X 45 1 — 347 Page Total 2,019 Internal Gain Btu/hr Occupants Equipment 20 1 0 Occupants Dwelling Unrt 230 1,600 Btuh/occ Btu 460 1,600 Infiltration: 1 078 0 73 23 69 150 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 7.833 Latent Gain Btu/hr Occupants 20 Infiltration: 4,834 0 73 Occupants X 200 Btuh/occ 400 23 69 000199 167 Air Sensible CFM ELA AW/ TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 567 EnergyPro 5 1 bv EnergySoft UserNumber 5196 RunCode-2011-10-27709 25-49 ID Barelmanni Paae 24 of 32 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Robert & Maiyaret Barelmann Residence Dale 10/27/2011 ROOM IMFORMATiON DESIGN COI^DiTiOriS Roopi Mame Kitdien & ulning Room t outdoor Dry Bulb Temperature 433 0 n'l Outdoor Wet Bulb Tesnpsrato.-s 75 °F I Outdoor Dai!y Rsnae: 53 68 °F I 10 "F I j Opaque Surfaces OrisRtetion Area U-Factor CLTD' 1 >f r i ! X V i Btu/hr I i _ 1 J X I 1 ! 1 A X Paa* TotsI items siiown wim an asiensK { ) aenoie conaucDon inrougn an mtenor surrace lo anotner room 1 Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestra tiofi Odentalfon (N) Window - WF (N) Winaow- 11A m IWrdoi"- IIB (f'J) Vv^ndow - 12 .Ail Uf _ (NE) (NE) (ME\ {N\ Area GLF Area GLF 00 X 25 4 + 24 X 45 1 00 X 25 4 ISS X 45 1 00 V "•fr -i J X 1 00 X 25 4 16 0 X 25 4 C " 25 -V 00 X 25 4 •5* € -f X 41 8 X 4-X tr - i ix X Btu^r ICS 406 267 Page Total I inieriniai Gain c j Occupants Biu/hj 20 Eauiorrisnt 170 Occupants X I Dwelling Unit X 2301 Btuh/occ 1,6001 Btu 460 1,600 Infiltration: 1078 X 0 73 X 23 69 X 150 Pir Sens-bie CFM ELM AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 7,6331 Occupants 20 uccupanK i r I r 4 S34I X i ^:7Z] w r air 5f-risibia CFM ELA 200 Blun/occ 4uui 1 TOTAL HOURLY LATEMT HEAT GAsN FOR ROOai 56,4 I 1 ! EnergyPro 5 1 by EnerovSoft User Number 5196 RunCoete: 2011-10-27709:25:49 ID Barelmanni Paoe 25 of 32 1 RESIDENTIAL ROOM COOLING LOAD SUMMARY Robert & Maraaret Barelmann Residence ROOM INFORMATION Floor Ares DESIGN CONDITiONS 452 0 IP j Outdoor \¥st Bssib Tsssipsratere f(?/27<2j^7 I i 6S i Orsaaue Sorfac 1 R-SO R-3'J f-loo" O'^awiso^CB Ofientstion 452 ot X U-Facfor 0 028Q\ X CLTO- 9 0i = I Efu/hr i (141 • I R-TQ S'V'^ J 5f2 Cj X Jl. i y r I items shown wiih an astensk {') denoie conaucBon mrougn an me^a sL^b- I 1 Cooimg Loaci TemperaCure Oifrerence (CLTD) -—i f- Occupants joo 1 Equipment ioo 1 -i f Shaded i r •4C f\i „ Occupants } Difi/efl'na unit X I QLF 84 X 25 4 06 25 SC IB 4 00 X 254 + X + X L + I i A Fass Totel Unshaded Page iotei —I Af&a QLF ,» „ i 19 6 X 61 S 1,4241 <8 0 X ^5 1 -i X 33 ^ 502 X #5 7 mm 2,164 4,902 230 J toe Btuh/occ Btii Btu'he- Infiltration: 1078 X 0 73 X 24 73 X [ 8 s 156l 1 Air Senstote CFM ELA AT ! TOTAL HOURLY SENSIBLE HEAT 1 SAIN FOR FlOOrj 5,634 1 1 1 1 I- . i Occupants | Occupants X | ^uu t Biun'occ - 1 Oj \ 1 0 OSf93( = 1 Air .Senablp CFM ELA AW 1 1 lOi AL HUUKLT LAI tjsi KcAi r-urs ituuBn J/-fl i i Enerqi'Pro 5 1 6/eneravSo/if UserNumber 5136 RunCode:2011-10-27709:23:49 /D Barelmanni Page 26 of 32 \ RESIDENTIAL ROOM COOUNG LOAD SUMMARY Pro]sci Name Robert & Margaret Barelmann Residence ROOM INFORMATION S DESiGN CONDITfONS Date 10/27/2011 Poem i^a^ne Media Room j outdoor Dry Bulb Temperature 240 3 n'\ Outdoor Wet Bulb Tentpersture 83 °F 68 °F 10 I Opaque Syrtaces OrlentaMoit ftrsa U-Factor CLTD" 1 R-30 <- cor CrstvMiar,'" j 1 24J3 X i 0 02601 X 9a Ip-3Q "zcr<:it'-e::~s! j 1 re" £ " 0 035C .IT /^! lR-/3'A'al,' 1 1 ' 1075 X 0 0740 1 p.^c; ! /Si.vi i V V 1 [ 1 1 X I 1 B 1 1 X X I 1 1 I — J - Items snown w;ffi an asterisk ( > denote conducnon inrough an iraenor surface lo anomer room 1 Cooling Load TempeiaSiite Diffeieritts (CLTD) Shaded 1 FeRestratlen Area GLF Unshaded Affe& GLF }(N} i'tfrndow- 3 (NW) DO 25 4 30 01 X X 45 1 Page Total Intemal Gain Occupants Equipment 00 00 Occupants X Dwelling Unit X 230 1,600 Btuh/occ Btu Infiltt^tion: 1078 X 0 73 13 15 X Air Seristole ;FM ELA Al Btu/lir -1,553 — — 1,353 Btu/hr > 1 0 83 TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOB 2,090 L _atent Gain Btu/hr Occupants 00 Infiltration: 4,834 0 73 Occupaite X 200 Btuh/occ 13 15 0 00199 Air Ser.sfete ASfJ i TOTAL HOURLY LATENT HEAT GAIN FOR ROOM ^1 1 i i EneravPro 51 by EnergySoft User Number 5196 RunCode: 2011-10-27709:25:49 ID Barelmanni Pace 27 of 32 ! f RESIDENTIAL ROOM COOLING LOAC ^ SUMMARY 1 Project Name I Robert & Margaret Barelmann Residence 10/27/2D11 1 DESIGN CONDITiONS j Room Name c>fars. Elevator & Powder Room i Outdoor Dry Bulb Tefupet^ftire I Ossciise surraces OriafiTanofi £rAa i 1 1 1 'ZZ z \R-i3Wan \ 100 0 IZ z i 1 1 1 r I i I ' t 1 1 CLTD' Btu/hr 0C28QI 1 r 9 Qf - 0 1020] X L f6 0 X I X Pacse Totei Items snown witn an astensK (') denote conduction through an intenor surface 'o arone' -COFI 1 Cooling Load Temperatuie Dii'ieieiioe I'CLTD) Shaded j '^erisstrafion Orientation Area (tv) Window - 4 (N) I'Vfndcsw - 5 (SW)_ 00 00 X K 18 4 <8 4 Unshaded Area GLF X 12 0 i2 0 I r + 30 9 30 9 Btlt/hr j "371I 3T< t Page Total 742 irtiernal Gain Btu/hr Occupants Eauioment 00 00 Occupants X Dwelling Unrt X 230 1 600 Btuh/occ Btu Infiltration: 1078 X 0 73 X 9 82 X 8 = 62 Air Sensible ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 1,391 Btu/hr Occupants 1 ITT J [oju I Occupants X 200 Btuti/occ aniliir^slQn: 4,834 X Alf S**I^!ht^ 0 731 X 1 9.81 000199 S9| AW TOTAL HOUKLY LAi trii HEAT GAIN FOR ROOM 1 Enerar'P'o 5 1 bv EnerovSoft UserNumber 519$ RunCode:2011-10-27700:25:49 ID Barelmanni Page 26 Of 32 \ RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Robert & Margaret Barelmann Residence ROOM INFORMATION Date 10/27/2011 DESIGN CONDITIONS i i- Hoom Name ! OpaQ^e Surfaces Master & Sitting Rooms Outdoor Dry Bulb Temperature 75 =Fi S3°FI 6S°FI : —F^iU. 0^=^* HJ <=-i- i Orientation Area U-Factor CLTD' I "-31} t^cof uarnea'a) ?4r/il Btii/hr I i ^.1 7, 7' S'^ms shov^f VJith an astensk (*) denote conduction Ihrough an intenor surface to another room 1 Cooling Load Tempetatuie Difference (CLTD'i Shaded Unshaded Fenestration Orientation GLF \(N) Window - 19B um Window - 19C IJN) Window-20 (N) Window-21B //i/) t'rfrio// - 224 lim w/f-^o^i' - 22S |r-7 Wirdo¥t- UA I i/Vj Window - ^9A (SE) (SE) (SE) (SE) (SE) (SE) (SE) (SiV) 6 7 X 25 4 + 45 X 25 4 35 X 25 + 57 X 25 4 + 4 5 45 X 25 4 + 57 X 25 4 + 05 X 25 4 + 13 6 V A 25 4 Area GLF Btu/hr I 46 X 41 8 SS 362 30 w 41 8 = 240 1' 5 X 41 3 S-rC 39 X 41 8 -307 30 X 41 S 2-'C 30 X 41 8 240 39 V r. 41 8 -307 3 4 K 4- S -T5^ 14 X 4-8 Page Total 2, £2^1 internal uain Btu/hr Eauioment Inflltration: 1078 10 00 Occupants Dwellinq Unrt 230 1,600 Btuh/occ Btu 230 0 73 X 4136 X 2611 1 Air Senstoie ! CFM ELA Al TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 7,731 Later! uain Occupants 10 \ Occupants X 200 i Btuh/occ = 200 \ Infiltration: 4,8341 X 073I X "1 f Air Ser^S?ie CPtid ELA 41 3S) X i 0 00;S9 AW 29-1 TOTAL HOURLY LATEf»fT HEAT GAIN FOR ROOM 49l\ EnergyPro 5 1 bvEnerqySoft UserNumber 5196 RunCods: 2011-10-27709:25:49 ID Barelmanni Paae 29 of 32 \ RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Robert & Margaret Barelmann Residence ROOM INFORMATION Room Name Fleer Area Master & Sitting Rooms 755 8 fP Date 10/27/2011 DESIGN CONDfTIONS Outdoor Dry Bulb Temperature S3 -F i Opaaue Surfaces Orientation Area U-Factor X X X Items shown with an astensk (*) denote conduction through an intenor surface to another room 1 Cooling Load Temperature Difference (CLTD) Shaded 1 Fenestration Orientation Area GLF (N) Window-21A IN) Wndow - IS /Wi Window - 22C {N) Winaow - 23 iN) Windcy^ - 24 /*ei tAr |_ it.I bfr f jv.... /W,i iz/rdo'" -130 (SW) (SW) iNE) iNE) (NE) (NE) 19 4 10 5 00 00 00 25 4 18 4 25 4 25 4 25 4 25 4 •T!l6i|isi 5,33111 Occupants Equipment 10 00 Occupants X Dwelling Unrt X CLTD-Btu/hr i I r A i X X X X Page Total Unshaded Page Total 230 1,600 Btuh/occ. Btu Inflltration: 1078 0 73 X 4136 Air Sensible CFM ELA AT Area GLF Btu/hr 2 1 X 418 CS 579 00 X 30 9 193 S 1 X 45 1 365 16 0 X 45 1 721 4Q 45 1 /ec es vr *% = one 53 X 45 1 239 X X 2,576 Btu/hr 230 261 TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 7,731 Occupante 10 Occupants 200 Btuh/occ infiliraiion: L 4,834 0 73 4136 0OOf 99 2911 Air sensfole ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 4Ql\ 1 1 ! EnerovPro 5 1 bs-EneravSo)^ UserNumber 5196 RunCode:2011-10-27709:25:49 ID Barelmanni Paae 30 of 32 \ RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature Guesf Room 366. Ofl" 75 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature Outdoor Daily Range: 83 °F 68 °F 10 "F Opaque Surfaces Orientation Area U-Factor CLTD^ Btu/hr R-30 Roof Cathedral R-19 Wall R-19 Wall R-19 Wall (N) (NE) (NW) (SW) Items shown with an astensk (*) denote conduction through an mtenor surface to another room 1 Cooling Load Temperature Difference (CLTD) Shaded 366 0 X 0 0350 X 42 0 -538 183 5 X 0 0740 X 14 0 — 190 114 2 X 0 0740 X 15 2 — 129 125 4 X 0 0740 X 16 0 — 148 X X X X — X X X X X X — Page Total 1,005 Unshaded Fenestration Orientation Area QLF (N) Window - 14 (N) Window - 15A (N) Window - 15C (N) Wndow - 15B (N) VWndow- 16A (N) Window - 168 (N) Window - 16C (NE) (NE) (NE) (NW) (NW) (SW) (SW) 00 00 00 00 00 93 45 25 4 25 4 25 4 25 4 25 4 25 4 25 4 Area GLF 75 X 45 1 12 5 X 45 1 12 5 X 45 1 10 6 X 45 1 12 5 X 45 1 63 X 41 8 30 X 41 8 X X Btu/hr Page Total 338 564 564 478 564 499 240 3,246 Internal Gain Btu/hr Occupants Equipment 1 0 00 Occupants Dwelling Unit 230 1,600 Btuh/occ Btu 230 Infiltration: 1078 0 73 20 03 X Air Sensble CFM ELA 127 AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 4,608 Latent Gain Btu/hr Occupants 10 Inflltration: 4,834 0 73 Occupants X 200 Btuh/occ 200 20 03 0 00199 Air Sensble CFM ELA 141 AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 341 EneravPro 5 1 bv EnerovSoft User Number 5196 RunCode: 2011-10-27709:25:49 ID Barelmanni Paae 31 of 32 RESIDENTIAL ROOM COOUNG LOAD SUMMARY Project Name Robert & Margaret Barelmann Residence Date 10/27/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Stairs, Elevator, & Laundry Room 3563 m «re 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-30 Roof Cathedral (N) 3563 X 0 0350 X 42 0 524 R-19 Wall (NW) 103 8 X 0 0740 X 15 2 = 117 R-19 Wall (SW) 210 9 X 0 0740 X 16 0 — 250 X X = X X — X X = X X X X - X X Page Total 890 Items shown with an astensk (*) denote conduction through an mtenor surface to another room 1 Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr (N) French Door - T (N) Window - 17 (NW) (SW) 00 89 25 4 18 4 20 0 16 45 1 30 9 Page Total 902 213 1,115 Internal Gain Btu/hr Occupants Equipment 00 00 Occupants Dwelling Unit 230 1,600 Btuh/occ Btu Infiltration. 1078 X 0 73 X 19 50 X 123 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 2,129 Latent Gain Btu/hr Occupants 00 Infiltration: 4,834 0 73 Occupants X X 200 Btuh/occ 19 50 0 00199 137 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 137 EneravPro 5 1 by EnergySoft UserNumber 5196 RunCode: 2011-10-27709:25:49 ID Barelmanni Paae 32 of 32 BUILDING ENERGY ANALYSIS REPORT PROJECT: Robert & Margaret Barelirlann Playroom 150 Juniper Avenue Carlsbad, CA 92Q08 Project Designer: Robert Barelmann PO BOX 1698 Carlsbad, CA 92018 (760) 497-7777 Report Prepared by: Huanmmg Cong Kramer Engineenng Services 4901 Morena Blvd., Suite 1001 San Diego, CA 92117 (858) 274-9860 0 Job Number: Barelmann2 Date: 10/27/2011 The EnergyPro computer program has been used to perform the calculations summanzed in this compliance report This program has approval and is authonzed by the California Energy Commission for use with both the Residenfial and Nonresidenfial 2008 Building Energy Efficiency Standards This pnjgram developed by EnergySoft, LLC - www energysoft com EnergyPro 5 1 by EnergySoft User Number 5196 RunCode 2011-10-27709 29 22 ID Barelmann2 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-1 R Mandatory Measures Summary 8 HVAC System Heating and Cooling Loads Summar^^ 11 Room Load Summary 12 Room Heatmg Peak Loads 13 Room Cooling Peak Loads 14 EnergyPro 5 1 by EnergySoft Job Number ID Barelmann2 UserNumber 5196 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-1R Project Name Robert & Margaret Barelmann Playroom Building Type 0 Single Family • Additon Alone • Multi Family • Existing-i- Addition/Alteration Date 10/27/2011 Project Address 150 Juniper Avenue Cartsbad California Energy Climate Zone CA Climate Zone 07 Total Cond Floor Area 264 Addifion n/a # of stones 1 FIELD INSPECTION ENERGY • Yes El 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 (ft^ Features (see Part 2 of 5) Status Wall Wood Framed R-19 508 Wew Door Opaque Door None 20 New Door Opaque Door None 48 New Roof Wood Framed Rafter R-30 264 New Slab Unheated Slab-on-Grade None 264 Penm = 68' New FENESTRATION U- Exterior Orientation Area(ft^ Factor SHGC Overhang Sidefins Shades Status Right (SE) 18 0 1020 0 62 9 0 9 0/0 0 Bug Screen New Left (NW) 12 0 1020 0 62 none Bug Screen New Rear(NE) 60 1 020 0 62 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status Gravity Wall Furnace 79% AFUE No Cooling 13 0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status (W; Wall Heater Ductless/No Fan Ductless n/a n/a New WATER HEATING Qty- Type Gallons Min. Eff Distribution Status EnergyPro 5 1 by EnergySoft UserNumber 5196 RunCode:2011-10-27709-29-22 ID Barelmann2 Page 3 of 14 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name Robert & Margaret Barelmann Playroom Building Type B Single Family • Addition Alone • Mulb Family • Existing4- Additon/Alterabon Date 10/27/2011 SPECIAL FEATURES INSPECTION CHECKUST The enforcement agency should pay special attention to the items specified in this checklist These items require special written justification and documentafion, and special venfication to be used with the performance approach The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted The HVAC System William Comfort 0773512 does not include a cooling system, field verification is not necessary HIGH MASS Design - Venfy Thermal Mass 264 0 ft' Exposed Slab Floor. 4 000" thick at Playroom HERS REQUIRED VERIFICATION items m 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 EnergyPro 5 1 by EnergySofi User Number 5196 RunCode-2011-10-27709.29:22 iD Bareimann2 Page 4 of 74 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Robert & Margaret Barelmann Playmom Building Type E Single Family • Addifion Alone • Multi Family • Existing-i- Addition/Alteration Date 10/27/2011\ ANNUAL ENERGY USE SUMMARY "•"•^^ (kBtu/ft^-vr) standard Proposed Margin "•"•^^ (kBtu/ft^-vr) Space Heatmg 8 83 13 09 -4 26 Space Cooling 15 48 12 16 3 31 Fans 751 5 85 166 Domestic Hot Water 0 00 0 00 0 00 Pumps 0 00 0 00 0 00 Totals 31 82 31 10 0 72 Percent Better Than Standard: 23% BUILDING COMPLIES - NO HERS VERIFDCATION REQUIRED Building Front Orientation. Number of Dwellmg Units Fuel Available at Site. Raised Floor Area- Slab on Grade Area: Average Ceiling Heighf Fenestration Average U-Factor Average SHGC. (SW) 225 deg 100 Natural Gas 0 264 80 1 20 061 Ext. Walls/Roof (SW) (NW) (NE) (SE) Roof Wall Area 108 198 108 198 264 TOTAL- Fenestration/CFA Ratio- Fenestration Area 0 12 6 16 0 36 13 6% REMARKS STATEMENT 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 California Code of Regulations The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Kramer Engineering Services Address Morena Blvd, Suite 1001 City/State/Zip SanDiego, CA 92117 Name Huanmmg Cong Phone (B58) 274-9860 10/27/2011 Signed Date 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 usmg duct design, duct sealing, verification of refngerant charge, insulation installation quality, and building envelope sealing require installer testmg and certification and field venfication by an approved HERS rater Designer or Owner (per Business & Professions Code) Company Robert Barelmann Address PO BOX 1698 City/State/Zip Carlsbad, CA 92018 Name Robert Barelmann Phone (760; 497-7777 Signed License # Date EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709-29-22 ID Barelmann2 Page Sof 14 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Robert & Margaret Barelmann Playroom Building Type 0 Single Family • Addifion Alone • Mulfi Family • Exisfing-i- Addition/Alteration Date 10/27/2011 OPAQUE SURFACE DETAILS Surface Type Area u- Factor Insulation Azm Tilt Status Joint /Vjjpendix 4 Location/Comments Surface Type Area u- Factor Cavity Extenor Frame Intenor Frame Azm Tilt Status Joint /Vjjpendix 4 Location/Comments Wall 160 0 074 R-19 135 90 Wew 4 3 1-A5 First Floor Door 20 0 500 None 135 90 New 4 5 1-A4 First Floor Wall 186 0 074 R-19 315 90 New 4 3 1-A5 First Floor Wall 102 0 074 R-19 45 90 New 4 3 1-A5 First Floor Wall 60 0 074 R-19 225 90 New 4 3 1-A5 First Floor Door 48 1450 None 225 90 New 4 5 1-A6 First Floor Roof 264 0 035 R-30 0 0 New 4 2 2-A 17 First Floor Slab 264 0 730 None 0 180 New 4 4 7-Al First Floor FEN EST RAT ON SUR FACE DETAILS ID Type Area U-Factor' SHGC"^ Azm Status Glazing Type Location/Comments 1 Window 18 0 1020 COG 0 62 COG 135 Wew Oldcastle Metal Tinted First Floor 2 Window 60 1 020 COG 0 62 COG 315 Wew Oldcastle Metal Tinted First Floor 3 Wndow 60 1020 COG 0 62 COG 315 Wew Oldcastle Metal Tinted First Floor 4 Window 60 1020 COG 0 62 COG 45 Wew Oldcastle Metal Tinted First Floor (1) U-Factor Type 116-A = (2) SHGC Type 116-8 = Default Table from Standards, NFRC = Default Table from Standards, NFRC = Labeled Value Labeled Value EXTERIOR SHADING DETAILS ID Extenor Shade Type SHGC Window Hgt Wd Len Overhang _HgL LExt RExt Left Fin Dist Len Hgt Dist Right Fin Len Hgt Bug Screen 0 76 30 60 90 20 75 75 14 0 90 00 00 Bug Screen 0 76 Bug Screen 0 76 Bug Screen 0 76 EnergyPro 5 1 by EnergySoft UserNumber 5196 RunCode 2011-10-27709-29:22 ID Barelmann2 Page 6 of 14 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-IR Project Name Robert & Margaret Barelmann Playroom Building Type Q Single Family • Addifion Alone • Multi Family • Exisfing-f Addifion/Alterafion Date 10/27/2011 BUILDING ZONE INFOR MATION System Name Zone Name Floor Area (ft") Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built (W; Wall Heater Playroom 261 ( 2,112 Totals 26A 0 0 0 HVAC SYSTEMS System Name Qty Heating Type Mm Eff Cooling Type Mm Eff Thermostat Type status (N) Wall Heater 1 Gravity Wall Fumace 79% AFUE Wo Cooling 13 0 SEER Setback Wew HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? status (N) Well Heater Ductless/No Fan Ductless n/a n/a • Wew • • • • WATER HEATING SYSTEMS System Name Qty Type Distnbution Rated Input (Btuh) Tank Cap Energy Factor or RE standby Loss or Pilot Ext Tank Insul R- Vaiue status CEC Standard MULTI-FAMILY WATER HEATING DETAILS HYDR ONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) c . o ^ CO T3 => TJ <2 < = Sysfem Name Pipe Length Pipe Diameter Insul Thick Control Qty HP Plenum Outside Buned c . o ^ CO T3 => TJ <2 < = Sysfem Name Pipe Length Pipe Diameter Insul Thick • • • • • EnergyPro 5 1 by EnergySoft UserNumber 5196 RunCode-2011-10-27709-29:22 ID Barelmann2 Page 7 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name Date Robert & Margaret Barelmann Playroom 10/27/2011 NOTE Low-nse residenfial buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used More sfiingent energy measures listed on the Cerfificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an astensk (*) below This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parbes as minimum component performance specificafions whether they are shown elsewhere m the documents or m this summary Submit all applicable secfions of the MF-1 R Form with plans Building Envelope Measures: §116(a)1 Doors and windows between condifioned and unconditioned spaces are manufactured to limit air leakage §116(a)4 Fenestration products (except field-fabncated windows) have a label listing the certified U-Factor, certified Solar Heat Gam Coefficient (SHGC), and infilti^ation that meets the requirements of §10-111 (a) §117 Extenor doors and windows are weather-stnpped, all joints and penetrations are caulked and sealed §118(a) Insulation specified or installed meets Standards for Insulating Matenal Indicate type and include on CF-6R Form §118(i) The thermal emittance and solar reflectance values of the cool roofing matenal meets the requirements of §118(i) when the installation of a Cool Roof is speafied on the CF-1 R Fomn *§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-ft-ame floor or equivalent U-factor §150(f) Air retarding wrap is tested, \abeled, and installed according to ASTM El 677-95(2000) when specified on the CF-1 R Fomn §150(g) Mandatory Vapor bamer installed in Climate Zones 14 or 16 §150(1) Water at)sorption rate for slab edge insulation matenal edone without facings is no greater than 0 3%, water vapor pemieance rate is no greater than 2 0 penn/inch and shall be protected from physical damage and UV light detenoration Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A Masonry or factory-built fireplaces have a closable metal or glass door covenng 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 conti-ol device §150(e)2 Continuous buming pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited Space Conditioning, Water Heating and Plumbing System Measures: §110-§113 HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission §113(c)5 Water heating rearculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and rearculation loop connection requirements of §113(c)5 §115 Continuously burning pilot lights are prohibited for natural gas fan-type cenfiral furnaces, household cooking appliances (appliances with an electilcal 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 thenmostats that meet the setback requirements of Secfion 112(c) §150(i)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 §1500)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-t 2 external insulation or R-16 internal insulation where the intemal insulation R-value is indicated on the extenor of the tank §150(i)2 First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculafing systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B §1500)2 Cooling system piping (suction, chilled water, or bnne lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A §1500)2 Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A §150(|)3A Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind §15O0)3A Insulation for chilled water piping and refngerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space §150(1)4 Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27T09 29-22 ID Barelmann2 Page 8 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R Project Name Robert & Margaret Barelmann Playmom Date 10/27/2011 §150(m)1 All air-disti^ibution 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 UL723 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 BuikJing cavities, support platforms for air handlers, and plenums defined or constructed with matenals oUier 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 cavibes 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 wrth a coating that is water retardant and provides shielding from solar radiafion that can cause degradafion of the matenal §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 Venfilation 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 Regulafions, an on-off switch mounted outside of the heater, a permanent weatherproof plate or card with operafing insfi-ucfions, and shall not use electric resistance heafing or a pilot light §114(b)1 Any pool or spa heafing 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 dunng off-peak electnc demand penods §150(p) Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p) Residential Lighting Measures: §150(k)1 High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficaaes contained in Table 150-C and is not a low efficacy luminaire as speafied 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 Ime-voltage socket or Ime- 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 permanently installed Iighting in krtchens shall be high efficacy EXCEPTION Up to 50 watts for dwelling units less than or equal to 2,500 ft? or 100 watts for dwelling units larger ttian 2,500 fta may be exempt from the 50% high efficacy requirement when all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system, and all permanentiy installed luminanes in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are tiigh efficacy and conti'olled by a manual-on occupant sensor §150(k)9 Permanentty installed lighting that is intemal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet EnergyPro 5 1 by EnergySoft User Number 5196 RunCode- 2011-10-27709:29-22 ID Barelmann2 Page 9 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R Project Name Robert & Margaret Barelmann Playroom Date 10/27/2011 §150(k)10 Permanentty installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy EXCEPTION 1 Permanentty installed low efficacy luminaires shall be allowed provided ttiat ttiey are conti^olled by a manual-on occupant sensor certified to comply with the applicable requirements of §119 EXCEPTION 2 Pemianentty installed low efficacy luminaires m closets less than 70 square feet are not required to be contt-olled by a manual-on occupancy sensor §150(k)11 Permanentty 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 Permanentty installed low efficacy luminaires shall be allowed provided ttiey are conti'olled by eittier a dimmer switch ttiat complies witti the applicable requirements of §119, or by a manual- on occupant sensor ttiat complies with ttie applicable requirements of §119 EXCEPTION 2 Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply witti §150(k)11 §150(k)12 Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwnters Laboratories or other nationally recognized testing/rating laboratory, and have a label ttiat certifies the lumiunaire is airtight with air leakage less ttien 2 0 CFM at 75 Pascals when tested in accordance with ASTM E283, and be sealed witti a gasket or caulk between the luminaire housing and ceiling §150(k)13 Luminaires providing outdoor lighting, including lighting for private patios in low-nse residential building witti four or more dwelling units, entrances, balconies, and porches, which are permanentty mounted to a residential building or to ottier buildings on ttie same lot shall be high efficacy EXCEPTION 1 Penmanentty installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switdi, a motion sensor not having an overnde or bypass switch that disables the motion sensor, and one of the following conti'ols a photoconti'ol not having an ovemde or bypass switch that disables the photocontrol, OR an astronomical time clock not having an ovemde or bypass switch ttiat disables the astronomical time dock, OR an energy management control system (EMCS) not having an ovemde or bypass switch ttiat allows ttie luminaire to be always on EXCEPTION 2 Outdoor luminaires used to comply witti Exceptioni to §150(k)13 may be controlled by a temporary ovemde switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated wittiin six hours EXCEPTION 3 Pemianentty mstalled luminaires in or around swimming pool, water features, or other locabon subject to Article 680 of Uie California Electi'ic 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 ttie 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 Permanentty installed lighting in the enclosed, non-dwelling spaces of low-nse residential buildings witti four or more dwelling units shall be high efficacy luminaires EXCEPTION Permanentty installed low efficacy luminaires shall be allowed provided ttiat they are controlled by an occupant sensor(s) certified to comply wrth the applicable requirements of §119 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode 2011-10-27709 29 22 ID Barelmann2 Page 10 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Robert & Margaret Barelmann Playroom Date 10/27/2011 System Name (N) Wall Heater Floor Area 264 ENGINEERING CHECKS SYSTEM LOAD Number of S\^tems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 5,850 Total Room Loads 165 3,567 69 177 7,842 Total Output (Btuh) 5,850 Retum Vented Lighting 0 Output (Btuh/sqft) 22 2 Retum Air Ducte 0 0 Cooling System Retum Fan 0 0 Output per System 0 Ventilation 0 0 0 0 0 Total Output (Btuh) 0 Supply Fan 0 0 Total Output (Tons) 00 Supply Air Ducts 0 0 Total Output (Btuh/sqft) 00 Total Output (sqft/Ton) 00 TOTAL SYSTEM LOAD 3,567 69 7,842 Air System CFM per System 0 HVAC EQUIPMENT SELECTION Airflow (cfm) 0 William Comfort 0773512 0 0 5,850 Airflow (cfm/sqft) 0 00 Airflow (cfm/Ton) 00 Outside Air (%) 00% Total Adjusted System Output 0 0 5,850 Outside Air (cfm/sqft) 000 (Adjusted for Peak Design conditions) Note- values above qiven 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 M =•= 68 "F • 109 I'T Heating Coil 109 "F ROOM 68 »F 1 COOUNG SYSTEM PSYCHROMETICS (/Mrstream Temperatures at Time of Cooling Peak) 83'6B''F Outside Air 0 cfm 75 / 61 "f M »• 1, Cooling Coil 55 / 54 "F 45 9% ROOIVI 75 / 61 "F EnergyPro 5 1 by EnergySoft User Number 5196 RunCode. 2011-10-27709-29:22 ID Barelmann2 Page 11 of 14 ROOM LOAD SUMMARY Project Name Robert & Margaret Barelmann Playmom Date 10/27/2011 System Name (N) Wall Heater Roor Area 264 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 First Floor Playroom 1 165 3 567 69 165 3,567 69 177 7,842 PAGE TOTAL TOTAL * 165 3,567 69 177 7,842 PAGE TOTAL TOTAL * 165 3,567 69 177 7,842 * Total .'.icludes ventilation load for zonal systems EnergyPro 5 1 by EnergySoft UserNumber 5196 RunCode-2011-10-27709:29:22 ID Barelmann2 Page 12 of 14 ROOM HEATING PEAK LOADS Project Name Robert & Margaret Barelmann Playroom Date 10/27/2011 ROOM INFORMATION DESIGN CONDfTIONS Room Name Floor Area Playroom 264 on' 68 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Conduction Area U-Value AT°F Btu/hr R-19 Wall 508 0 X 0 0740 X 34 — 1,278 Oldcastle Metal Tinted 36 0 X 12004 X 34 — 1,469 Wood Door 20 0 X 0 5000 X 34 340 Metal Roll Up 48 0 X 1 4500 X 34 -2,366 R-30 Roof Cathedral 264 0 X 0 0350 X 34 314 Slab-On-Grade penm = 68 0 X 0 7300 X 34 1,688 X X - X X - X X - X X - X X - X X - X X - X X - X X - X X X X X X - X X _ X X X X X X X X - X X - X X — X X — X X X X X X X X - X X — Items shown with an astensk (*) denote conduction through an intenor surface to another room Page Total 7,456 Infiltration:[ 100 X 1078 X 264 8 00 X Schedule Fraction Air Sensible 0 299 Area Celling Height ACH /60] X 34 386 AT TOTAL HOURLY HEAT LOSS FOR ROOM 7842 EnergyPro 5 1 by EnergySoft User Number 5196 RunCode: 2011-10-27709:29:22 ID Barelmann2 Page 13 of 14 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Robert & Margaret Barelmann Playroom Date 10/27/2011 ROOM INFORMATION DESIGN CONDfTIONS Room Name Floor Area Playroom 264 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 Wall (SE; 160 0 X 0 0740 X 16 0 = 189 Wood Door (SE) 20 0 X 0 5000 X 16 0 — 160 R-19 Wall (NW) 186 0 X 0 0740 X 15 2 210 R-19 Wall (NE) 102 0 X 0 0740 X 14 0 — 106 R-19 Wall (SW) 60 0 X 0 0740 X 16 0 = 71 Metal Roll Up (SVf) 48 0 X 1 4500 X 16 0 = 1,114 R-30 Roof Cathedral (N) 264 0 X 0 0350 X 42 0 = 388 X X X X = Page Total 2,237 Items shown with an astensk (*) denote conduction through 1 Cooling Load Temperature Difference (CLTD) Fenestration Orientation (N) Window - 25 (N) Window - 27 (N) Window - 28 (N) Window - 26 (SE) (NW) (NW) (NE) an intenor surface to another room Shaded Area GLF X Unshaded 18 0 00 00 00 25 4 25 4 25 4 25 4 Area GLF 00 X 41 8 60 X 45 1 60 X 45 1 60 X 45 1 X X X X X Btu/hr Page Total 457 271 271 271 1,268 Internal Gain Btu/hr Occupants Equipment 00 00 Occupants Dwelling Unrt 230 1,600 Btuh/occ Btu Infiltration: 1078 0 59 12 17 X 62 Air Senstole CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 3,567 Latent Gain Btu/hr Occupants 00 Infiltration: 4,834 Alf Sensible 0 59 Occupants X 200 Btuh/occ 12 17 0 00199 69 CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 69 EneravPro 5 1 bv EnergySoft UserNumber 5196 RunCode-2011-10-27709:29-22 ID Barelmann2 Paae 14 of 14 CITY OF CERTIFICATION OF SCHOOL FEES PAID B-34 DeueloBsneint Services Building Department 1635 Faraday Avenue 760-602-2719 www carlsbadca gov This form must be completed by the Crty, the applicant, and the appropriate school districts and returned to the City pnor 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 APN Project Applicant (Owner Name) Project Descnption Building Type Residential Second Dwelling Unit Residential Additions Commercial/industnal City Certification of Applicant Infomriationr Barelmann Residence Proiect ID CT/MS CB112461 150 Juniper Ave 204^232-07-00 Robert Barelmann Sinqle Family Residence Residential NEW DWELLING UNIT(S) 3066 Square Feet of Living Area in New Dwelling/s Square Feet of Living Area in SDU Net Square Feet New Area Net Square Feet New Area JoufietA'Uzur Date ^ Carlsbad Unified School District 6225 El Camino Real ''^ Carlsbad CA 92009 (760-331-5000) r~| Vista Unified School District 1234 Arcadia Drive VistaCA 92083 (760-726-2170) 1 1 San Marcos Unified School District 255 Pio Pico Ave Ste 100 San Marcos, CA 92069 (760-290-2619) Contact Nancy Dolce (By Appt Only) O Encmitas Union School District 101 South Rancho Santa Fe Rd Encmitas, CA 92024 (760-944^300 x1166) 1 1 San Dieguito Union High School District-By Appointment Only 710 Enanitas Blvd Enanitas, CA 92024 (760-753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best ofthe Ovmer's knowledge, and thatthe Owner will file an amended certification of payment and pay fhe additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer ofthe above descnbed project(s), or thatthe person executing this declajation i^^thorized to sign on behalf ofthe Owner Signature B-34 Page 1 of 2 Rev 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s)) ******-iHt******<Ht****iHt***-iMt***************«*********« * * * ********************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authonzed by the applicable School Distnct, 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 Distnct The City may issue building pemnits for this project SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE CARLSBAD UNIRED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 PHONE NUMBER B-34 Page 2 of 2 Rev 03/09 CB112461 150 JUNIPER AV BARELMANN RES- DEMO EXISTING l^jll e^O-^l- LJyrr^ ' ' V 0 . -TT -ekaA uJisoAs leHer- 11 • cv BUILDING PLANNING r^/iC(^ ENGINEERING (JO FIRE Expedite? Y N f 1 •— AFS Checked by HazMat APCD Health Forms/Fees Sent Rec d Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection Dectjpr Due? Y N By Y N CFD Y /Ny ^ ^ ^ LandUse Density ImpArea FY Annex Factor Comments Date Oate Date Date Building Planning Engineering Fire life Need? • Done • Done