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HomeMy WebLinkAbout2732 CAZADERO DR; ; CB090901; Permit02-24-2010 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB090901 Building Inspection Request Line (760) 602-2725 2732 CAZADERO DR CBAD RESDNTL 2154000600 $748,600.00 1 Sub Type: Lot#: Construction Type: Reference #: Structure Type: Bathrooms: SFD 0 5B SFD 4 ENERGY EFFICIENT: 6,570 SF LV/ 1060 SF GARAGE/165 SF DECK Applicant: ENERGY EFFICIENCY P.O.BOX 1612 UNION CITY CA 94587 510-754-3687 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check* ISSUED 06/05/2009 JMA 02/24/2010 02/24/2010 Owner: ENERGY EFFICIENT MANAGEMENT L L C PO BOX 1612 UNION CITY CA 94587 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee $2,871.34 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,866.37 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $74.86 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $310.00 License Tax (4304193) $530.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $7,120.34 Housipg InLieu Fee $0.00 Housing Credit Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees $28.00 TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $13,624.52 $12,576.48 $0.00 $0.00 $1,245.50 $1,404.50 $0.00 $238,00 $110.00 $92.00 $2,925.00 $0.00 $0.00 $1,033.41 $0.00 $0.00 $46,050.32 Total Fees: $46,050.32 Total Payments To Date:$46,050.32 Balance Due:$0.00 Inspector: FINAL APPROVAL /MilDate:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. City of Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.carlsbadca.gov Building Permit Application k." •*"' Plan Check No. C&O<=1 O^O / Est. Value f 7*f * Plan Ck. Deposit Date J03 ADDRESS CT/PPOJtCT ff SUITE#/SPACE#/UNIT#APN 0(0 # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE YES D # _NO Q AIR CONDITIONING ^ES M NO D FIRE SPRINKLERS YES Or NO D CONTACT NAME (If Different Fom nt)APPLICANT NAME. ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL PROPERTY DI : \ te (Sec. 7031.J Gusiress and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he islicensed pursrzn' to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt there from, and the basis for the alleged exemption. Any violation of Section 70!! 5 br 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 under penalty of perjury one of the following declarations: 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 permit is issued. ! havt and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy ni imUr are: Insurance Co. x^/7 exfr). , Policy No. W C. 3*1&fr££.lf Expiration Date ^'—l"fif This set/tion i ^ed not be completed if the permit is for one hu1 CD Ce/'rfhvate of Exemption: I certify that in the performar-* California. WARNING: Failure to secure workers' addition to the cost of compensation, *anner so as to become subject to the Workers' Compensation Laws of ', • ' ties and civil fines up to one hundred thousand dollars (&100,000), in / hereby ci'irm that I am exempt from Contractor's License Li ~ O I, asscwner of the property or my employees with wagei Licp.rse Law does not apply to an owner of property wli, i r sals, li, however, the building or improvement is sold w *. •> d I, es iwner of the property, am exclusively contracting! prep > \y who builds or improves thereon, and contracts^ O I at: axempt under Section Business al f ' 1,1 personally plan to provide the major labor and rr.1, 2 i (have / have not) signed an application for a bu] J 3.1 have contracted with the following person (firm) _ 4.1 plan to provide portions of the work, but I have I 5 I will provide some of the work, but I have contrai t ^PRO.'HRTY OWNER SIGNATURE ^red for sale (Sec. 7044, Business and Professions Code: The Contractor's >«'^'jj,hnployees, provided that such improvements are not intended or offered for i 6 did not build or improve for the purpose of sale). ns Code: The Contractor's License Law does not apply to an owner of w) i)e name / address / phone / contractors' license number): , , . . .iss / phone / type of work): DATE .f *rv!.-'~ , **v, ' •' • • •"".*..-«;,>,\ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Prestey-Tanner Hazardous Substance Account Act? O Yes d No Is thu applicant 01 future building occupant required to obtain a permit from the air pollution control district or air quality management district? O Yes D No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D Yes D No IF ANY OF THE ANSWERS ARE YES, / EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I 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 hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD OSH A: Ai i Of/f (A permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days fron i the date of such permit or ifthe building or wqrjc authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ^APPLICANT'S SIGNATURE J&Sfl/ »,^ DATE City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire 2011 Plan Check #: Permit#: Project Name: Address: Contact Person: Sewer Dist: Inspected /J Bv: /h> Inspected Bv: Inspected Bv: Comments: Date:! ^W^l^l"™— -- --— CB090901 Perm^Type^^E^fg^ji v^-j'oi' "iEN ENERGY EFFICIENT: 6,570 SF LV/ Sub Type: SFD 1 060 SF GARAGE/1 65 SF DECK 2732 CAZADERO DR Lot: 0 RICH Phone: 9167097922 LC Water Dist: CA Date I 1 i' 6 <jl&ty/ft' Inspected: / /£ /ff Approved: //^ Disapproved: Date Inspected: Approved: Disapproved: Date Inspected: Approved: Disapproved: Oily of Carlsbad Final Budding Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check ft Permit*: Project Name: Address: Contact Person: Sewer Dist: Inspected / Bv: *5/. Inspected Bv: Inspected Bv: CB090901 ENERGY EFFICIENT: 6,570 SF LW 1 060 SF GARAGE/1 65 SF DECK 2732 CAZADERO RICH LC l'fjfy&*\. j DR Phone: 9167097922 Water Dist: CA Date . 1 Inspected: Ulll&lt\ 1 ' Date Inspected: Date Inspected: Date: Permit Type: Sub Type: Lot: 0 Approved: */ Approved: Approved: 01/03/2011 RESDNTL SFD Disapproved: Disapproved: Disapproved: Comments: City of Carlsbad Bldg Inspection Request For: 01/04/2011 Permit# CB090901 Title: ENERGY EFFICIENT: 6,570 SF LV/ Description: 1060 SF GARAGE/165 SF DECK Inspector Assignment: TP 2732 CAZADERO DR Lot: 0 Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: APPLICANT ENERGY EFFICIENCY Owner: Remarks: ROLLED FROM MONDAY Phone: Inspector: Total Time:Requested By: NA Entered By: JANE AN CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Act Comments Comments/Notices/Holds Associated PCRs/CVs/SWPPPs Original PC# PCR10046 ISSUED VARIOUS REVISIONS PER APPLICA.; PCR10073 ISSUED ENERGY EFF: VARIOUS CHANGES; TO ORIGINAL PLANS SW090036 ISSUED ENERGY EFFICIENT MANAGEMENT; Grading for single family residence Inspection History Date Description Act 01/03/2011 89 Final Combo NS 09/10/2010 17 Interior Lath/Drywall AP Description Act Insp 89 Final Combo NS TP 17 Interior Lath/Drywall AP RB 09/10/2010 18 Exterior Lath/Drywall AP RB 09/03/2010 14 Frame/Steel/Bolting/Welding CA RB 08/30/2010 16 Insulation PA RB 08/25/2010 84 Rough Combo AP RB 08/23/2010 84 Rough Combo CO RB 08/20/2010 84 Rough Combo AP TP 07/29/2010 13 Shear Panels/HD's AP RB 07/28/2010 13 Shear Panels/HD's CO RB 07/19/2010 13 Shear Panels/HD's NR RB Comments TIME RESCH FOR TUESDAY WALLS ONLY - INS. CERT @ FINAL SEE NOTICE ATTACHED LOWER LEVEL SEE NOTICE City of Carlsbad Bldg Inspection Request For: 01/04/2011 Permit# CB090901 07/19/2010 14 Frame/Steel/Bolting/Welding WC RB 07/19/2010 15 Roof/Reroof AP RB 07/08/2010 15 Roof/Reroof PA MC 05/21/2010 32 Const. Service/Agricultural AP RB 05/21/2010 33 Service Change/Upgrade WC RB 05/20/2010 32 Const. Service/Agricultural CO RB 05/20/2010 34 Rough Electric WC RB 05/07/2010 11 Ftg/Foundation/Piers AP RB 05/07/2010 81 Underground Combo AP RB 05/06/2010 22 Sewer/Water Service AP RB 05/06/2010 34 Rough Electric WC RB 05/03/2010 11 Ftg/Foundation/Piers CO RB 04/26/2010 21 Underground/Under Floor AP RB 04/26/2010 24 Rough/Topout WC RB 03/30/2010 61 Footing WC RB 03/30/2010 65 Retaining Walls PA RB 03/29/2010 61 Footing CA RB 03/26/2010 61 Footing WC RB 03/26/2010 65 Retaining Walls PA RB 03/17/2010 11 Ftg/Foundation/Piers PA RB 03/17/2010 12 Steel/Bond Beam PA RB 03/12/2010 21 Underground/Under Floor PA RB 03/12/2010 22 Sewer/Water Service PA RB Inspector Assignment: TP COMPLETE - RAFTERS & SHEATHING ROOF SHEATING MAILING ONLY T.S.P.B. CANNOT DOUBLE LAND GRNDING @ UFER COMPLETED SEWER & WATER (SEE NOTICE ON PIPE SIZE) HAVE AS BUILT CHANGES APPROVED. COMPLETED OK TO POUR RETAINING AREA AS MARKED ON PLNS STEEL PER DETAIL 1/57 OK SEE APPROVE JOB PLANS LOWER LEVEL WASTE AND GRAY WATER OK SEWER OK ONLY SAN DIEGO (COUNTY) AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) DEPARTMENT OF PLANNING AND LAND USE - CODES DIVISION THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address x *™/ "^N x / ^-^t llTN^O f~^ I >O*—< . / t*r- I ^KTnVI^V l_) l/K. Owner " Phone Contractor Phone s PANEL IOWZ&AJ&\}&\^ LOCATION ff/kw ft 6cp£0pM £jM/£j£ £7- uEl?I?ot>K I3ouu6 ^M ' P-cUUS l\jM. l4<f7££ Sp.D HfiTHZ B/{77/ MA5TEft ft/T/f/ / <bW&V Fi B&P MAIN:n AMI TUTS: AMI Service entrance or feeder cc A) Size: No. "2^~ T C) Insulation •.'jjZ'h yl 6^ I Service groxind/bond: AVSize:No. 1 C) Clamp locations): DUFER : D Water Pipe ; D Ground rod j n , SUE> ? CKT 1 3 5 7 9 11 BKR SIZE /Tl$- (% lf> l£ (fT u Jsife IS 17 19 21 23 25 27 29 31 33 35 37 39 41 tT' 15 'BKR/FUS P inductors: *)Type:[!rc D)ConduitS 3)Type:DC 250 - 81(c) J50-80(a),? J50 - 83(c) «W£l_ A.I WIRE SIZE IjJ tif /*/ty/vit/ 1/2.m ic| TYPE i/ft& ' f ^* E DMLO ^u n AL U DAL GFCL locations 210-8, 680-70: D Bathroom(s) D Kitchen D Garage(s) Q Hydromassage tub D Outdoors f~l DPL/CO#184)Rev.6/91) MISC A LTG /o/o /3 f,"S // .C KEC /6 ^L \l^ Comp Branc A)L B)T C)L D)C Jemaj SEC / / 3 ^/7. utedL icircu ightin wosm aundr entral ts LTG 1 ?IV MISC / / * Pennil Number Census Tract Number Area in sq.ft. VOLT; WIRE SIZE I6//y</ /2- /?/y TYPE fe< ^ ^0 ^ oarf 3 • "? * WIRE BKR SIZE /<T~/^ ^6" (*T to 76 CKT 2 4 « S 10 12 14 16 18 20 22 24 26 28 30 32 34 3* 38 40 42 A Set CalailtUUM Worksheet on faici. its required: g circuits 220-3(b),4 all appliance circuits 220 - 4(b) f circuit 220 - 4(c) heating equipment 422 - 7 oatifytl ihownoa D Owi DCon Sigied LOCATION tffiiM fL. 8>A7f/ /_ewc£L £>?-££/ &^ ^_OM/C^ ^f/lf_L. L&wEfc^, T(f\.LJ~ ^SHoiCc JETE^T' LowcR FL \kftTH kftf/lJ FL l^ATffM$/AJ fi^. Bfcj^ MRS [d) •£ ill tcnniiuttioiu hive If i . n tanned in xccordmcc witii mnnif ictnra's instzuctiooi md titxt tte woik tins circait agd ic^ieaeua ttae foil extent of the wcnk per fanned under tfaii permit ipr tractor Hate SAN DIEGO (COUNTY) AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) DEPARTMENT OF PLANNING AND LAND USE - CODES DIVISION THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address ". Owner » **"^ **} f~* f ) a ^ / ") «—> Contractor PANEL £jJi)A/aJV S'tf S U ? LOCATION 17/MliMU MtPiA: KM MoOisL f/iu 3i fpp&B fftiL C/?Wlf/l(Lt6/? I/' £A\) !<'JtrutiJ \klAtfe ApMl r,p/vt7_ FAO 7^ PJU//MC,f bfttM ([£?8y /\&oH |xi>?Df>/lL^ L^miTR./ ' I BUS: I ( ( 3 Service entr A) Size: N Service grou A) Size: N C) Clamp DUFE D Wate D Giou n jFCllocatic D Bath, D Gara D Outd 3PL/CO#1S^ AMI AMI ance or feeder co o. 2>/6 T on.-FpiUey' f DndA)cmd: o. T ocation(s): R : -rPipe i indrod 1 8 F/^X/eL, CKT 1 3 S 7 9 11 13 IS 17 19 21 :{ 23 2S 27 29 31 33 3S 37 39 41 BKR SIZE Lto 7P 76 It l£>lo 7® 0 70 aaiaata* ^^^P7^? 7(^;o it Phone Phone A.] WISE SIZE /2s \1f CL- (^I'L(1^ it* {~Lii_ TL 1 1 ,n /L. 17 ~ \1 - R, TYPE * f |4 'BKR/FUSE DMXO 3 nductors: i)Type:G?CU D AL 3)Conduit Size: J)Type:DCU DAL 150-81(c) >50-80(a),81(a) 150 - 83(c) 3ns 210-8, 680-70: toom(s) D Kitchen ge(s) D Hydromassage tub oors n »)Rev.6/91) MISC LTG li .C. SEC L \ 3i.Ii1H \ f f 3 I2*/£ Comp 3ranc A)L B)T C)L D)C Jemai REC •/ 7 , f f 7 utedL icircu ightin wosm aundr entral is LTG II I 10 fti /6 43 t^f MISC nari PsrrnitNurnber Census Tract Number Area in sq.ft. VOLT WIRESIZEnl/v/vIL/ i tf H l\/LIllf /( 14rt/z. |2^ 1? TYPEw 4' S 0 WIRE BKS SIZE |5"/r /5" /T /5" ^^,r f5" I5~ (5" /5" M7^ ^7) CKT 2 4 < 8 10 12 14 16 18 20 22 24 26 28 30 32 34 * 38 40 42 A &tf Calculation Worksheet an back. its required: g circuits 220-3(b),4 all appliance circuits 220 - 4(b) f circuit 220 - 4(c) heating equipment 422 - 7 certify t ihownoa 3 Ow 3 Con Signed LOCATION / nuMpey /^MAC,^ fffi^Sj/ A-jL^f /u t_/(//^U£j ^^ ^/ ^ ^£yl/f^j-rfty ^/JUL/ifa f H«HoB&y ^i-i ^ti^MJCi e2j-ffaMfyy £p\ l'A\ilU(^ tf H S'fcu r\A/«J/ "PlifoSAL "p/5// uyJA^// ttM/l\/?li T\/• - v MPS [d) ri»i« I'.i^jfit gudicpicacms tfae fill! extent of tfac wotjcperfoniEd ouicr this pcnnjl. ipr tractor Hate SAN DIEGO (COUNTY) AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) DEPARTMENT OF PLANNING AND LAND USE - CODES DIVISION THIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address ~7 ~"?~a)'? /t/ttZ-JkDP&r^ Owner Phone Contractor Phone PANEL MA/ A/ LOCATION t4uAiD£/ftf SAa lA/^TfL^ f/pA7PJ? OV«IA 0 VfcA/ "T)O/Ef^/f/r (o/$ 4'^ £ £147^ c, r "FlfFlbELL MAIN:n LfDO AMI BUS: 10& AMI Service entrance or feeder cc A) Sire: No. 2 T P.) Insulation: 1 Service ground/bond: A) Size: No. 1 C) Clamp location(s): H'UJjER : U'WaterPipe : EJ Ground rod '< n GFCI locations 210-8, 680-7 LTBathroom(s) iffl tfGarage(s) Crl BThitdoors Q DPL/CO #184 )Rev. 6/91) CKT 1 3 5 7 » 11 13 IS 17 19 21 23 25 27 29 31 33 35 37 3» 41 'BKR P mducti 31Tvt> D)Con 3)Typ J50-8 Z50-8 J50-8 3 XX SIZE 2$D LO l&O (^6 1 D3o 3D ^0 7o 16 A.I.C. WIRE SIZE % /fl /<? f/ f( /O /5 I'D It /y TYPE NI1& 4 •-• /FUSE DMLO >rs: e:DCU D AL iuitSize:_2 eiCfCU DAL KC) 0(a),81(a) 3(c) 0: / C^tchen ilydromassage tub MISC 1 I j f / / f41 LTG . KEC z 6 Comp Branc A)L B)T C)L D)C Remai RSC 1L \ utedL icircu ightin wosm aundr entral ics_ 7 t/r) PensitNumbar Census Tract Number Aieain sq.ft. VOLTS 0 WIRE•Uk | LTG MISCr 1 f / ; ( 1 WIRE SIZE 2, (oI (n!o /oItIt it TYPE KH6 BKR SIZE itr 6° bfr (ftOiflO60 36 3D 76 CKT 2 4 * 8 10 12 14 16 18 20 22 24 26 2» 30 32 34 It 38 40 42 nad A Sit Calculation Worluliftl on back. its required: g circuits 220 - 3(b), 4 all appliance circuits 220 - 4(b) f circuit 220 -4(c) heating equipment 422 - 7 LOCATION DA$£M£WT *>v S rM!FL UAre/2, //MTEP y/!7£R //EATE(^ ( (>oJT /6p ^ iDd. /)6(y)C,T^pj> yl / /) A /C^ fi/lgAf £ ^f(f u^y~ I MRS W ccmfyd ibownoa H Owi UCon Signed IX sU tEnnsutiaiu Isive been Coraocd in trr^r^*""^ with mfnuftctom's AUtluctiottf and tfact the woriz this ciimit cud represcnB tbe full catcnt of the work performed ncder diix jenniL ic.r tractor Date ALTA CALIFORNIA GEOTECHNICALJNC. DAILY FIELD ENGINEERING REPORT Weather Conditions:Date; Approx. Fill Yds.:Equipment in Operation: Construction-Activities: Visitors / Firm: For Alta California Geotechnical, Inc.fornia G-eotechnical, Ir ~JLti(C Received By: Hours Billed To Project Office Field • £• i"'**» •' '•^; > • • ... ". .,• ' , --'.- ; • . Technician ... ; •fi£:*ii$L.&****~ • . '-- ;'.. '•:..' . . Page of BJL.t.« rf uwtt&LtfiiuU* Ui -ttutiij ^ .^. ALIA CALIFORNIA GEOTECHNICAL, INC. 2900 ADAMS STREET, SUITE A -15, RIVERSIDE, CALIFORNIA 92504 (951) 509-7090 9707 WAPLES STREET, SAN DIEGO, CALIFORNIA 92121 (858) 952-7850 MESSAGE TO $* P.M. DATE *»- R E S P 0 N S E DATE SIGNED ALIA CALIFORNIA GEOTECHNICAL, INC. DAILY FIELD ENGINEERING REPORT Client: Project Name:£ft1| No.: JbtoJecrLocation: C Field Report No. * I Tract No.: Contractor:.A a^ i Clients Rep. : 8» \ 'Date: H *a? W\ £>0$ Weather Conditions:!-I- Approx. Fill Yds.:Equipment in Operation: Construction Activities: Ol ^j * I i., S'o, !c o * . i«4C Visitors/Firm: ForAlta Califorp^i Geotechnical, Inc. Received By: Hours Billed To Project Office Field • I . ' .' Technician :jli.*yli;€|2' .**,** J**, .',.•••• ••:-.. .':."-.-••' Page "-4- .LAMB Sty/of - .Public'Works «el The following iist grading plan: ' ,PaiBtewfi«t. .44?,r 4S-7> INC, . lEi This tetter is hereby submitted to verify that the and first floor of the building has construction. by my office on March 5, 2010 and April 21, 2010, construction were upon the approved building plans that was within the building setbacks of the above mentioned subject property. If you should have any questions in reference to the information listed above, do not hesitate to contact this office, Sincefeiy. Sean €, Eagtot, LJ, 7959 COASTAL LAND SOLUTIONS, INC, ALTA CALIFORNIA GEOTECHNICAL, INC. DAILY FIELD ENGINEERING REPORT Client:Project No.:Field Report No.: 1*1 Project Name:Location: €!_**£, x li Jt Tract No.: Contractor:Clients Rep.: Date:Pay:Weather Conditions: Approx. Fill Yds.Equipment in Operation: Construction Activities:«**r &*Jr Mn.nl •\^ff"y Di I *4« Visitors / Firm: For Alta California^Geotechnical, Inc. Received By: Hours Billed To Project Office Field Technician Jw. yam ^™iglDqa Page | of | 'r j. ALTA CALIFORNIA GEOTECHNICAL, INC. DAILY FIELD ENGINEERING REPORT Client:Project No.:Field Report No. Project Name: /<£*> 1 A location:Tract No.: Contractor:Clients Rep.:_u Date:.1» II *+ iVi Day:<U«/ Weather Conditions: /!L I Approx. Fill Yds.:Equipment in Operation: Construction Activities:* 1 1t> i *fc J^" r** J^3 J' A. JSi. j*^ &. TTta lid. A*j** 4 -4 W Visitors / Firm: For Alta California Geotechnical, Inc. C Received By: Hours Billed To Project Page of T0 MESSAGE o h.i ^ f RES P 0 N S E SIGNED INTERNATIONALCOM COUNCIL- RMCCORMICK REINFORCED CONCRETE SPECIAL INSPECTOR The individual named hereon isCERTIFIEDin the category shown, having been so certified pursuant to successful completion of the prescribed written examinations. Expiration date: January 26, 2013 No. 8035 t validunless signed by certificate holder. ICC certification attests to competent knowledge of codes and st; EsGil Corporation In (Partnership with government for <Bui[(fing Safety DATE: OCT. 27, 2009 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 090901 SET: III PROJECT ADDRESS: 2732 Cazadero Drive PROJECT NAME: SFD for Energy Management The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Kenneth Brown 22996 El Toro Road, Ste. 113, Lake Forest, CA 92630 XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kenneth Telephone #: (949) 770-8550 Date contacted: (by: ) Fax #: 9570 Mail Telephone Fax In Person X] REMARKS: Revise the handrail notes, per CBC Section 1009.10, on Sheet A4 to state: • Handrails and extensions shall be 34" to 38" (versus 2'-6" to 2'-8" as noted) above nosing of treads. • The handgrip portion of all handrails shall be not less than 1-%" nor more than 2" in cross-sectional dimension. See Section 1012.3, for alternatives. [This is not noted on Sheet A4]. • Handrails projecting from walls shall have at least I-1// between the wall and the handrail. [Not noted]. By: ALI SADRE (for B.D.) Enclosures: EsGil Corporation D GA D EJ D PC log in/out 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 •* (858)560-1468 4 Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (Buifding Safety DATE: SEPT. 10, 2O09 JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 09O901 SET: II PROJECT ADDRESS: 2732 Cazadero Drive PROJECT NAME: SFD for Energy Management The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 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. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Kenneth Brown 22996 El Toro Road, Ste. 113, Lake Forest, CA 92630 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kenneth Telephone #: (949) 770-8550 e con il v T Date cotacted :// bC Fax #: 9570 Mail v Telephone Fax^/ 'n Person XI REMARKS: Please see attached for remaining items from previous list. By: ALI SADRE (for B.D.) Enclosures: EsGil Corporation D GA D EJ D PC 9/8/09 9320 Chesapeake Drive, Suite 208 +• San Diego, California 92123 + (858)560-1468 *• Fax (858) 560-1576 Carlsbad 0909O1 SEPT. 1O, 20O9 PLANS • Please make all corrections, as requested in the correction list. Submit three revised stamped and signed sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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. 1. Please revise the note on Sheet A1 under building data to state that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. • EXITS, STAIRWAYS, AND RAILINGS 2. Handrails (CBC Section 1009.10): FOR THE STAIRS. This is not on A4: a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. See Section 1012.3 for alternatives. c) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. • ROOFING 3. Show the required attic ventilation on the plans. Show "area required" and "area provided." The net free ventilating area shall not be less that 1/150th of the area of the space ventilated. Further. 50% of the opening area must be provided with ventilators in the upper portion (at least 3' above eave or cornice) with the balance of ventilators provided by eave or cornice vents. Exception: 1/300th ventilation area is permitted where, in addition to the requirements above, a vapor retarder is installed on the warm side of the attic insulation. Section 1203.2. • FOUNDATION REQUIREMENTS 4. 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. • 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. Carlsbad O9O9O1 (§EPT. 10, 2OO9 • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE (for B.D.) at Esgil Corporation. Thank you. EsGil Corporation In (Partnership with government for (BuiCding Safety DATE: June 16, 2O09 JURIS? JURISDICTION: Carlsbad cTPTANREVlEWER Q FILE PLAN CHECK NO.: 090901 SET: I PROJECT ADDRESS: 2732 Cazadero Drive PROJECT NAME: SFD for Energy Management The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The' plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. )<] The applicant's copy of the check list has been sent to: Kenneth Brown 22996 El Toro Road, Ste. 113, Lake Forest, CA 92630 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kenneth Telephone #: (949) 770-8550 Date contacted:U \^ /o^ (by: ^ ) Fax #: 9570 Mail Telephone */ Fax1' In Person REMARKS: By: Bert Domingo Enclosures: EsGil Corporation D GA D EJ D PC 6/8/09 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4> (858)560-1468 4 Fax (858) 560-1576 Carlsbad 09O9O1 June 16,20O9 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: O90901 JURISDICTION: Carlsbad PROJECT ADDRESS: 2732 Cazadero Drive FLOOR AREA: 6570/1060 SQ. FT. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: June 16, 2009 STORIES: TWO/Basement HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/8/09 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 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 you submit the revised plans. i Carlsbad O90901 June 16, 2OO9 • PLANS 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 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. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions Code). THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. 3. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. • GENERAL RESIDENTIAL REQUIREMENTS 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.3 (see exceptions): a) • Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. b) Doors and enclosures for bathtubs and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface. PLEASE SEE THE WINDOWS ADJACENT TO THE TUBS. c) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Carlsbad O9O9O1 June 16, 2OO9 d) Individual fixed or operable panels, other than those locations described above, that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36 inches horizontally of the plane of the glazing. 5. Bathrooms shall be mechanically ventilated in accordance with the mechanical code (openable windows are no longer acceptable). CBC Section 1203.4.2.1. • EXITS, STAIRWAYS, AND RAILINGS 6. Handrails (CBC Section 1009.10): FOR THE STAIRS. f a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. See Section 1012.3 for alternatives. c) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. d) Ends of handrails shall be returned or shall have rounded terminations or bends. • ROOFING 7. Specify on the plans the following information for the roof materials, per Section A106.1.1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 8. Show the required attic ventilation on the plans. Show "area required" and "area provided." The net free ventilating area shall not be less that 1/150th of the area of the space ventilated. Further, 50% of the opening area must be provided with ventilators in the upper portion (at least 3' above eave or cornice) with the balance of ventilators provided by eave or cornice vents. Exception: 1/300th ventilation area is permitted where, in addition to the requirements above, a vapor retarder is installed on the warm side of the attic insulation. Section 1203.2. 9. Show location of attic access with a minimum size of 20"x30", unless the maximum vertical headroom height in the attic is less than 30 inches. Access must be provided to each separated attic area. Section 1209.2. Carlsbad O9O9O1 June 16, 2O09 • GARAGE AND CARPORTS 10. The garage shall be separated from the residence and its attic area by not less than Yz 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 406.1.4. 11. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section 406.1.4. 12. Garage floors shall be sloped to drain to the main vehicle entry door or an approved drainage system. Section 406.1.3. 13. 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. • FOUNDATION REQUIREMENTS f 14. 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. • FRAMING 15. Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Section A106.1.1. 16. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1) • Floor live load. Uniformly distributed, concentrated, and impact live load, including any live load reductions used, should be indicated. • Roof live load. Each roof live load used should be indicated. • Wind load. The following information should be provided, (Section 1603.1.4) o Basic Wind speed (3-second gust), mph o Wind importance factor, I, and building category o Wind exposure o Applicable internal pressure coefficient Carlsbad O9O9O1 June 16, 2O09 o Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials not specifically designed by the registered design professional • Seismic design data. The following information should be provided. (Section 1603.1.5) o Seismic importance factor, IE and occupancy category o Mapped spectral response accelerations Ss and Si o Site class o Spectral response coefficients SDS and SDI o Seismic design category o Basic seismic-force-resisting system(s) o Design base shear o Seismic response coefficient(s), Cs o Response modification factor(s), R o Analysis procedure used. • Special Inspection of Materials and Construction 17. The plans shall indicate that special inspection will be provided for the following work. (Section A106.1) a) Concrete construction. Special inspections and verifications should be provided in accordance with Table 1704.4. 18. A Statement of Special Inspections, prepared by the registered design professional in responsible charge, shall be submitted. This statement shall include a complete list of materials and work requiring special inspection, the inspections to be performed and an indication whether the special inspection will be continuous or periodic. Section 1705.2. Carlsbad 0909O1 June 16, 2O09 • MECHANICAL 19. Show on the plans the location, type and size (BTU's) of all heating and cooling appliances or systems. 20. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CMC Section 904.11.4. 21. Detail the installation requirements necessary when installing a central heating furnace opening into a bedroom or bathroom (per CMC Section 904.1): a) Non-direct vent appliance: Listed gasketed self closing and latching door assembly with a threshold and with all combustion air supplied from the outdoors. The furnace closet shall be dedicated to the furnace only and will have no other uses. Or b) Specify that the appliances are of the direct vent style. ,22. The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less that 30" x 22". CMC Section 904.11.1. 23. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CMC Section 904.11. 24. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CMC Section 904.11.5. • ELECTRICAL 25. Show on the plan the amperage of the electrical 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. 26. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52(A). 27. THE RECEPTACLES SHOWN ON THE KITCHEN ISLAND SHOULD BE GFCI PROTECTED 28. 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. Carlsbad 09O9O1 June 16, 2O09 • ENERGY CONSERVATION 29. THE SQUARE FOOTAGE OF THE CONDITIONED FLOOR REFLECTED ON THE COVER SHEET OF THE PLANS SEEMS NOT COMPATIBLE WITH THE AREA SHOWN IN THE CALCULATIONS. 30. THE ANALYSIS SHOWS THE CAVITY OF THE WALLS, THE ROOFS AND FLOORS AS FILLED. FOR CLARITY PLEASE SHOW IN THE SAME ANALYSIS THE R VALUE OF THE INSULATIONS AND RERUN THE PROGRAM. 31. The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. THIS WILL BE CHECKED WHEN THE ABOVE ITEMS ARE MET. 32. Specify, on the building plans, that all of the mandatory energy features are indicated on the plans and specifications or include a completed MF-1R form on the plans. PLEASE SHOW ON THE SECTIONS THE RECOMMENDED R VALUE OF THE INSULATIONS OF THE ROOFS, THE WALLS AND THE FLOORS. 33. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): FOR CLARITY, PLEASE SHOW THE FIXTURES AND CONTROLS ON THE PLANS TO VERIFY THE FOLLOWING REQUIREMENTS. a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately. Note: Approximately % of the fixtures will be required to be of the high efficacy variety. b) In bathrooms, garages, laundry rooms/and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor. c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor. Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. Carlsbad 09O9O1 June 16, 2OO9 • MISCELLANEOUS 34. PLEASE SUBMIT COMPLETE CALCULATIONS HOW THE WIND LOADS WERE DERIVED. 35. PLEASE SHOW DETAIL ON THE PLANS THE SHEAR TRANSFER FROM THE DIAPHRAGMS TO THE INTERIOR SHEAR WALLS. PLEASE CROSS REFERENCE THE SAME TO THE FRAMING PLANS. 36. DRAG COLLECTOR IS REQUIRED TO TRANSFER THE TRIBUTARY TO THE RESPECTIVE RESISTING ELEMENTS. PLEASE SEE LINES SW27, 28, 23, ETC. PLEASE SUBMIT CALCULATIONS AND ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS AND CROSS REFERENCED TO THE FRAMING PLAN. 37. THE NORTHERLY LINE OF THE HOBBY ROOM MAY NEED A DRAG COLLECTOR TO TRANSFER THE LATERAL LOAD TO THE SW21. f 38. LINE SW22 RECOMMENDED 2-SW32X8 BUT THE FRAMING PLAN SHOWS- ONLY ONE. 39. LINE SW23 RECOMMENDATION SEEMS NOT SHOWN ON THE FRAMING PLAN ON SHEET S5. 40. LINE SW27 RECOMMENDED HOLDOWNS FOR THE SHEAR WALL BUT ONLY SHOWS ONE END. MAY NEED ONE ON THE OTHER END DUE TO THE REVERSAL EFFECT OF THE LATERAL LOAD. 41. PLEASE SHOW HOLDOWN DETAILS (TO FOUNDATION AND TO THE FRAMING) AND CROSS REFERENCE THE SAME TO THE FRAMING/FOUNDATION PLANS. 42. TO VERIFY CONTINUITY (LOAD PATH),PLEASE SHOW ON THE FRAMING PLAN WHERE THE REQUIRED HOLDOWN OF THE SHEAR WALL ABOVE. MAY SEE SW12 AND OTHERS. 43. PLEASE SHOW HOW THE WALL LINE SW11 TO THE LEFT OF THE SW17 WOULD BE LATERALLY SUPPORTED. 44. PLEASE SHOW ON THE FRAMING PLAN THE FLOOR DIAPHRAGM. 45. PLEASE SHOW THE RECOMMENDED HOLDOWN ALONG LINE SW11. 46. PLEASE SHOW HOW THE STAIRS AREA WOULD BE LATERALLY SUPPORTED. Carlsbad 09O9O1 June 16, 20O9 47. PLEASE CROSS REFERENCE THE DETAILS FROM THE DETAIL SHEETS TO THE FRAMING/FOUNDATION PLAN RESPECTIVELY. 48. PLEASE SHOW DETAIL OF THE CONNECTION OF THE RIDGE/HIP OF THE ROOF SYSTEM TO INCLUDE THE SUPPORTING SYSTEM BELOW. .49. THE REFERENCED DETAIL 7/S8 ALONG LINE SW18 SEEMS NOT COMPATIBLE. THE JOISTS ARE PARALLEL WITH THE WALL BUT THE DETAIL SHOWS DIFFERENTLY. 50. THE REFERENCED DETAILS 6 & 8/S6 ON SHEET S5 SHOWS NO CEILING JOISTS AND WITH CEILING JOISTS. PLEASE SHOW THE EXTENT WHERE THE CEILING JOIST WOULD START AND END. 51. PLEASE SHOW THE EXTENTION DISTANCE OF THE # 6 REBAR OF THE DETAIL 1/S7 FROM THE TOP OF THE FOUNDATION. 52. IT SEEMS THAT THE RECOMMENDED SEISMIC LOADING FOR THE RETAINING WALL IS NOT INCLUDED. 53. A COMPLETE PLAN CHECK WILL BE MADE WHEN ALL OF THE ABOVE ARE MET. CARLSBAD SPECIAL CODE REQUIREMENTS 54. Automatic sprinklers are required for buildings having an aggregate floor area of 5,000 sq. ft. or more. Existing buildings in which the aggregate floor area is expanded to exceed 5,000 square feet shall be provided with fire sprinklers. City ordinance. 55. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 56. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 57. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). Carlsbad O9O9O1 June 16, 2OO9 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 Q No a 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 Bert Domingo at Esgil Corporation. Thank you. Carlsbad 090901 June 16, 2009 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 090901 PREPARED BY: Bert Domingo DATE: June 16, 2009 BUILDING ADDRESS: 2732 Cazadero Drive BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: V B BUILDING PORTION HOUSE GARAGE DECK Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 6570 1060 165 6570 7795 cb Valuation Multiplier 101.99 26.61 14.41 3.88 2.88 By Ordinance Reg. Mod. VALUE ($) 670,074 28,207 2,378. 25,492 22,450 748,600 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: f~l Repetitive Fee 'T^TI Repeats Complete Review D Other ,—I Hourly EsGil Fee D Structural Only Hr. @ $2,649.90 $1,722.44 $1,483.94 Comments: Sheet 1 of 1 macvalue.doc + City of Carlsbad Public Works — Engineering DATE: BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CB ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: EST. VALUE: DENIAL Please sear theUattached report of deficiencies marked wi(jrpxwlake necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By:Date: By: FOR OFFICIAL USE ONLY ENGINEERINGAU/HORIZATION TO ISSUE BUILDING PERMIT: Date: -/ ATTACHMENTS Q Dedication Application/Checklist D Encina Wastewater Screening Survey C] Encroachment Application/Checklist U Grading Permit Application D Grading Plan Application/Checklist D Improvement Application/Checklist D Neighborhood Improvement Agreement D Right-of-Way Permit Submittal Checklist and Information Sheet U Storm Water Compliance Forms Other ENGINEERING DEPARTMENT CONTACT PERSON Name: Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 Fax: (760) 602-1052 Email: lonti@ci.carlsbad.ca.us CFD INFORMATION Reference No(s): Fj> Lot No.: Recordation: Subdivision/ Carlsbad Tract: 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 6O2-272O • FAX (760) 6O2-8562 BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines E. Easements 2. Show on site plan: F. Right-of-Way Width & Adjacent Streets G. Driveway widths H. Existing or proposed sewer lateral I. Existing or proposed water service J. Existing or proposed irrigation service A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION BUILDING PLANCHECK CHECKLIST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D 4a. Project does not comply with the following Engineering Conditions Project No. Jbr D D D 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17,000 . pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS CD 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: BUILDING PLANCHECK CHECKLIST ,ST NO2 D RD3 D IMPROVEMENT REQUIREMENTS continued 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $441 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: D D D D D D 6c. Enclosed please find your Neighborhood Improvement Agreement (NIA). return agreement signed and notarized to the Engineering Department. Please Completed by:Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. ..ST BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS D D D RIGHT-OF-WAY PERMIT 8. A Right-of-Way permit is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: D D D INDUSTRIAL WASTE PERMIT 9. If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue, Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 for assistance D D D NPDES PERMIT 10. Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. D STORM WATER COMPLIANCE 10a. Q Requires Project Storm Water Permit: PSP Tier I/Tier II (Requires SWPPP) - Please complete attached forms Exempt - Please complete attached Storm Water Exemption form D DEVELOPMENT FEES 11. | Required fees 0 More information needed D No fees required BUILDING PLANCHECK CHECKLIST 1ST /2 3RD WATER METER REVIEW D 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units receive "standard" 1" service with 5/8" meter. • All residential units that need to be fire sprinkled receive a 1" meter. See Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing systems criteria. • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). NOTE: Upon declaration of Drought Response Level 3 condition, no new potable water service shall be provided and no new temporary meters or permanent meters shall be provided. See Ordinance 44 for more information. D 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: • If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, the landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD WATER METER REVIEW continued 12b. Irrigation Use (continued) Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City is in the process of switching these irrigation services/meters to a new recycled water line 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. • If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA for this. D D D 13. Additional Comments: ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. ty Calculation based on building plancheck plan su.bmittal. Address: ^^/M CA^ Prepared by: (Jk EDU CALCULATIONS: Types of Use: <^>(*i.) Types of Use: Types of Use: Types of Use: APT CALCULA TIONS: Types of Use: ^\ U Types of Use: Types of Use: Types of Use: FEES REQUIRED: C^V&\<JU ^1^— Bldg. Permit No. I Date: Checked by: List types and square footages for all uses. Sq. Ft.Cni^: ' Sq. Ft./Units: Sq. Ft./Units: Sq. Ft./Units: List types and square footages for all uses. Sq. Ft./Units: Sq. Ft./Units: Sq. Ft./Units: -'I/ ^^— O)O Date: EDU's: EDU's: EDU's: EDU's: ADT's: ADT's: ADT's: ADT's: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) SXNO . PARK-IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADRANT SW QUADRANT FEE/UNIT: X NO. UNITS: =$ Oxl TTRAFFIC IMPACT FEE /^~~"ADT'MJNITS \FEE/APT:= $ 2 t 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 \ X FEE/ADT: ZONE: (l? DIST. #2 DIST. #3 ADT's/1 4. FACILITIESJVLANAGEMENT FEE . (((Nn^Q.FT.: I . SEWER FEE EDU's: =$ S~3f) - ' FEE/SQ.FT./UNIT:. 4? 6 ACRES: 'AREA; J's: EFEES * ,jX PLDA D X FEE/EDU: FEE/EDU: HIGH =$ /LOW C\-t— 7. POTABLE WATER FEES- UNITS CODE CONNECTION FEE MP- METER FEE SDCWA FEE IRRIGATION F:\FARMER\KATHY\MASTERS\FEECALCULATIONWORKSHEET.doc2008.doc Rev, 7/14/00 vfl -g « -30) <D 016 S 5c c c;ro jo _tt| Q. Q. O.n n n a a n a PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB090901 Address 2732 CAZADERO PR Planner GINA RUIZ Phone (760) 602- 4675 APN: 215-400-06-00 DU/ACType of Project & Use: SFR Net Project Density: Zoning: R-1 -15000 General Plan: RL Facilities Management Zone: 6 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: Kl Item Complete Environmental Review Required: DATE OF COMPLETION: ! Item Incomplete - Needs your action YES D NO |EI TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: _ Discretionary Action Required: APPROVAL/RESO. NO. Pp DATE PROJECT NO. OTHER RELATED CASES: YES ^ NO D TYPE MINOR HMP PERMIT Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO JEl CA Coastal Commission Authority? YES Q 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): Habitat Management Plan Data Entry Completed? YES D NO D If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES IE! NO D $2,925.00 (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES Kl NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 SEE ADDITIONAL COMMENTS BELOW ID D Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES Q NO IEI 2. Project complies: YES Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 2fJ Shown 25' Required 101 Shown 16.4'& 32.4' Required N/A Shown N/A Required 20' Shown 65.4' , / Required . {(f> 2. Accessory structure setbacks: N/A Front: Interior Side: Street Side: Rear: Structure separation: Required Required Required Required Red ui red Shown Shown Shown Shown Shown 3. Lot Coverage: 4. Height: Required LESS THAN 40% Shown Required 35' MAX Shown 5. Parking: Spaces Required 20' X 20' GARAGE Shown 23' X 40' GARAGE (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments #1. Provide a biological letter stating if there is any native habitat on the site and if the slope is manufactured or natural. Based upon the type of species identified in the biological report, fees will need to be paid accordingly, (see Development Fee Schedule for current fees). #2. State on the plans that "no walls in the setbacks shall exceed 6 feet in height". #3. Screen back topography on the site plan and clearly show the footprint of the structure. #4. Show the top of slope and how far the home will be setback from it. #5. Show slope profiles on the plans to demonstrate how the structure will comply with the Hillside Development and Design Guidelines. #6. Show how the house will be parallel with the contours and not perpendicular (per Hillside Development and Design Guidelines). #7. Show how the roof plane will be parallel with the slope (per Hillside Development and Design Guidelines). #8. Show the total height of the structure, to top of roof pitch, on the slope profiles. #9. Show the total lot coverage in a percentage. PLANCHECK#2: >/#1. Based upon information submitted in the biological letter, a minor HMP permit needs to be submitted to the Planning department. The fees that are associated with the types of species listed have been applied to building permit #CB090901 .^2. Show the top of slope and how far the home will be setback from it. #3>/Show slope profiles on the plans to demonstrate how the structure will comply with the Hillside Development and Design Guidelines. #4>/Show how the house will be parallel with the contours and not perpendicular (per Hillside Development and Design Guidelines). J#5. Show how the roof plane will be parallel with the slope (per Hillside Development and Design Guidelines). #6. Show the total height of the structure, to top of roof pitch, on the slope profiles. #7«/ Show the total lot coverage in a percentage. H:\ADMIN\Template\BuildingPlancheckReviewChecklist.doc ^ „ \O-~lfi Rev 4/08 Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category: RESDNTL , SFD Date of Report: 02-18-2010 Reviewed Name: KENNETH BROWN Address: 22996 EL TORO RD SUITE 113 LAKE FOREST CA 92630 Permit #: CB090901 Job Name: ENERGY EFFICIENT: 6,570 SF LV/ Job Address: 2732 CAZADERO DR CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003653 [MET] APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 02/18/2010 By: d. fieri Action: AP Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category: RESDNTL , SFD Date of Report: 09-10-2009 Reviewed by: Name: ENERGY EFFICIENCY Address: P.O.BOX 1612 UNION CITY CA 94587 Permit #: CB090901 Job Name: ENERGY EFFICIENT: 6,570 SF INI Job Address: 2732 CAZADERO DR CBAD INCOMPLETE The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: CON0003653 [NOT MET] Please revise the driveway to meet Carlsbad Municipal code section 17.04.120 Grades. The gradient for a fire apparatus access roadway shall not exceed 10.0%. The grade may be increased to a maximum of 15% for approved lenghts a access roadways, when all structures served by the access road are protected by automatic fire sprinkler systems. Cross slope shall not be greater than 2% for paved access roadways. Grades exceeding 10% shall not be permitted without mitigation. Minimal mitigation shall be the installation of fire sprinkler systems and a surface of Portland cement concrete (PCC), with a deep broom finish perpendicular to the direction of travel, or equivalent, to enhance traction. The Fire Code Official may require additional mitigation measures where he deems appropriate. The angle of departure and angle of approach of the fire access roadway shall not exceed 12% or as approved by the Fire Code Official. Entry: 09/10/2009 By: DF Action: CO 10/26/2009 15:20 FAX 949 770 9570 KENNETH BROWN CO @1004 it&it EiHjiueeriiMj, iucf» CIVIL, CEOTECHNICAL, it QUALITY ENGINEERING FOUNDATION DESIGN * LAND SURVEYING • SOIL TESTING CLIENT: CLARK PROJECT: CLA 909-FTG-CERT DATE: 22 SEPTEMBER 2009 MR. DAVID CLARK ENERGY EFFICIENT MANAGEMENT P.O. Box 1612 Union City, CA. 94587 Subject: Soils Engineering Foundation Plan Certification for the Project located at 2732 Cazadero Drive, Carlsbad, CA. (APN: 215-400-06) Reference (a): Our Soil Update Report dated 4 March 2009. Gentlemen: Pursuant to the City of Carlsbad requirements, this letter will serve as confirmation that the building foundation plans and specifications have been reviewed for the subject project. We have determined that the recommendations contained in Reference (a) have been properly incorporated into the construction documents. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, ,! W> 3165:$ ]'3} Stephen B. PeterRCE 38623 A M' '-.-I /*/ Expires 3-31-11 -•. " 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph: (760) 945-3150 Fax: (760) 945-4221 Kenneth •&. Brown < Co, ARCHITECTURE - PLANNING - DEVELOPMENT DOCUMENT MUST BE STAMPED AND SIGNED TO BE VALID STRUCTURAL CALCULATIONS FOR RESIDENTIAL PROJECT FOR: Energy Efficiency Mgmt LLC 2732 Cazadero Dr. Carlsbad ,C A. LOADING CONDITIONS: Roof Loads: Floor loads: Live roof load = 20 psf Dead roof load = 20 psf TOTAL roof load = 40 psf Live floor load = 40 psf Dead floor load = 15 psf TOTAL floor load = 55 psf Wall loads: DESIGN CRITERIA: 2007 CALIFORNIA BUILDING CODE Interior wall load = 8 psf Exterior wall load = 14 psf West coast Douglas Fir Larch Rafters, ceiling joists, floor joists: #2 Douglas Fir Larch Beams and posts: #1 Douglas Fir - ASTM A53-S Std. wt. pipe 6x FB=1350 PSI: FV=85 PSI: E=1,600,000 PSI Roof deck, floor deck and exterior wall sheathing: Douglas Fir plywood, structural grade Glue Laminated members: Douglas Fir Larch, 2400F grade 24F-V3 or as otherwise noted 22996 El Toro Road, suite 114 Lake Forest, CA. 92630 Phone (949) 770-8550 Fax (949) 770-9570 Roof RafterJ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 03-27-2009 : 11:02:39 AM - Location: cb + 1.3) @ 16 O.C. / #2 - Douglas-Fir-Larch - Dry Use Controlling Factor: Section Modulus / Depth Required 6.16 DLD-lnterior= LLD-lnterior= TLD-lnterior= DLD-Eave= LLD-Eave= TLD-Eave= LOADS: 117 PLF 144 PLF 261 PLF 142 PLF 176 PLF 317 PLF UTWeq= LTWeq= L= L-Eave= Spacing= RP= L/ U RLA= LL= DL= Cd= L-adj= L-Eave-adj= wL-adj= wD-adj= wT-adj= Fb= Fv= E= E-Min= Fc-perp= Fb'= M= 0.15 0.12 0.27 0.00 0.00 0.00 RXNS: 156 LB 192 LB 348 LB 189 LB 234 LB 423 LB 7.19 8.79 13.0 1.3 16.0 6.0 240 180 Project: Summary: 1.5 IN x 9.25 IN x 14.3 FT (13 Section Adequate By: 125.6% Controlling Factor: Section Modulus / Depth Required 6.16 In Interior Span Deflections: Dead Load: Live Load: Total Load: Eave Deflections (Positive Deflections used for design): Dead Load: Live Load: Total Load: Rafter End Loads and Reactions: Upper Live Load: Upper Dead Load: Upper Total Load: Lower Live Load: Lower Dead Load: Lower Total Load: Upper Equiv. Tributary Width: Lower Equiv. Tributary Width: Rafter Data: Interior Span: Eave Span: Rafter Spacing: Rafter Pitch: Roof sheathing applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: " RLA= 19.1 SF Rafter Loads: Roof Live Load: LL= 18.0 Roof Dead Load: DL= 20.0 Roof Duration Factor: Cd= 1.25 Slope Adjusted Spans And Loads: Interior Span: L-adj= 14.53 Eave Span: L-Eave-adj= 1.45 Rafter Live Load: wL-adj= 19 Rafter Dead Load: wD-adj= 24 Rafter Total Load: wT-adj= 43 Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 CF=1.10 Cr=1.15 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 7.267 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live toads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 9.48 S= 21.39 Area (Shear): Areq= 1-90 900 180 1600000 580000 625 IN IN = L/1432 IN = L/647 IN IN = 2L/20815 IN = 2L/3488266 FT FT FT FT IN O.C. : 12 PSF PSF FT FT PLF PLF PLF PSI PSI PSI PSI PSI 1423 PSI 225 PSI 1124 FT-LB 285 LB IN3 IN3 IN2 Rb-i Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:04:57 PM Project: - Location: cb Summary: 5.25 IN x 9.5 IN x 15.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 73.9% Controlling Factor: Moment of Inertia / Depth Required 7.9 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and'Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 CF=1.03 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= U U RI_A= LL1 = DL1= TW1 = LL2= DL2= TW2= Cd= BSW= Ladj= wL= wD_adj= wT= Fb= Fv= E= Fc_perp= Fb'= Fv-= 0.33 0.25 0.58 1215 1626 2841 0.72 15.0 0.0 6. 240 180 135.0 18.0 20.0 9.0 18.0 20.0 0.0 1.25 16 15.0 162 217 379 2900 290 2000000 750 3720 363 IN IN = L/732 IN = L/313 LB LB LB IN FT FT : 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq= l= 10655 FT-LB 2557 LB 34.37 78.97 10.58 49.88 215.72 375.10 IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:07:34 PM (Actual 21.7 FT) / 2.0E Parallam - iLevel Trus Joist Controlling Factor: Moment of Inertia / Depth Required 9.37 In Project: - Location: cb Summary: 5.25 IN x 11.25 IN x 20.5 FT Section Adequate By: 72.8% Span Deflections: Dead Load: Live Load: Total Load: Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Beam End Elevation Diff.: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Rafter Length (Hip/Valley)-Side One: Tributary Width Based on half span of rafters. Roof Live Load-Side Two: Roof Dead Load-Side Two: Rafter Length (Hip/Valley)-Side Two: Tributary Width Based on half span of rafters. Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Triangular Live Load Adjusted for Slope: Beam Triangular Dead Load Adjusted for Slope: Beam Uniform Dead Load Adjusted for Slope: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.01 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 10.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L= Lu= EL= L/ U RI_A= LL1 = DL1 = RL1 = LL2= DL2= RL2= Cd= BSW= Ladj= TRL= TRD= wD_adj= Fb= Fv= E= Fc_perp= Fb'= Fv'= 0.51 0.33 0.84 1261 1862 3124 0.79 631 1032 1662 0.42 20.5 0.0 7.25 240 180 105.1 18.0 20.0 14.5 18.0 20.0 14.5 1.25 20 21.74 185 229 18 2900 290 2000000 750 3651 363 IN IN = L/787 IN = L/311 LB LB LB IN LB LB LB IN FT FT FT SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= 12537 FT-LB 2606 LB 41.20 110.74 10.78 IN3 IN3 IN2 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:10:33 PM Project: - Location: cb Summary: 3.5 IN x 9.25 IN x 14.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 83.0% Controlling Factor: Moment of Inertia / Depth Required 7.56 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and-Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.03 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 7.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= U U RLA= LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= BSW= Ladj= wL= wD adj= wT= Fb= Fv= E= Fc_perp= Fb'= Fv-= 0.29 0.22 0.51 819 1088 1907 0.73 14.0 0.0 6. 240 180 91.0 18.0 20.0 6.5 18.0 20.0 0.0 1.25 10 14.0 117 155 272 2900 290 2000000 750 3731 363 IN IN = L/767 IN = L/329 LB LB LB IN FT FT : 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq= 6675 FT-LB 1717 LB 21.47 49.91 7.10 32.38 126.14 230.84 IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:12:56 PM (Actual 21.7 FT) / 2.0E Parallam - iLevel Trus Joist Controlling Factor: Moment of Inertia / Depth Required 9.37 Project: - Location: cb Summary: 5.25 IN x 11.25 IN x 20.5FT Section Adequate By: 72.8% Span Deflections: Dead Load: Live Load: Total Load: Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Beam End Elevation Diff.: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Rafter Length (Hip/Valley)-Side One: Tributary Width Based on half span of rafters. Roof Live Load-Side Two: Roof Dead Load-Side Two: Rafter Length (Hip/Valley)-Side Two: Tributary Width Based on half span of rafters. Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Triangular Live Load Adjusted for Slope: Beam Triangular Dead Load Adjusted for Slope: Beam Uniform Dead Load Adjusted for Slope: Properties For 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.01 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 10.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): In DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L= Lu= EL= U U RLA= LL1 = DL1 = RL1 = LL2= DL2= Rl_2= Cd= BSW= Ladj= TRL= TRD= wD_adj= Fb= Fv= E= Fc_perp= Fb'= Fv'= 0.51 0.33 0.84 1261 1862 3124 0.79 631 1032 1662 0.42 20.5 0.0 7.25 240 180 105.1 18.0 20.0 14.5 18.0 20.0 14.5 1.25 20 21.74 185 229 18 2900 290 2000000 750 3651 363 IN IN = L/787 IN = L/311 LB LB LB IN LB LB LB IN FT FT FT SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= 12537 FT-LB 2606 LB 41.20 110.74 10.78 IN3 IN3 IN2 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:18:54 PM Project: - Location: cb Summary: 5.25 IN x 11.25 IN x 16.5 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 173.1% Controlling Factor: Moment of Inertia / Depth Required 8.05 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and* Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.01 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 8.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= I _. Lu= RP= U U RLA= LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= BSW= Ladj= wL= wb adj= wT= Fb= Fv= c Fc_perp= Fb'= Fv-= 0.23 0.17 0.40 1040 1444 2483 0.63 16.5 0.0 6. 240 180 115.5 18.0 20.0 7.0 18.0 20.0 0.0 1.25 18 16.5 126 175 301 2900 290 2000000 750 3651 363 IN IN = L/1174 IN = L/492 LB LB LB IN FT FT : 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq= 10243 FT-LB 2235 LB 33.66 110.74 9.25 59.06 228.12 622.92 INS INS IN2 IN2 IN4 IN4 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:24:49 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 5.0 FT «/ #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 225.7% Controlling Factor: Section Modulus / Depth Required 3.05 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load:* Beam Uniform Dead Load: Total Uniform Load: Properties For: #1- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.15 CF=1.30 Fv1: Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= U U LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= BSW= Ladj= wL= wD adj= wT= Fb= Fv= E= E-Min= Fc_perp= Fb'= Fv-= 0.02 0.02 0.04 250 290 540 0.25 5.0 0.0 6. 240 180 20.0 20.0 5.0 20.0 20.0 0.0 1.15 4 5.0 100 116 216 1000 180 1700000 620000 625 1495 207 IN IN = L/3520 IN = L/1630 LB LB LB IN FT FT : 12 PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq= l= 675 FT-LB 443 LB 5.42 17.65 3.21 19.25 5.36 48.53 IN3 IN3 IN2 IN2 IN4 IN4 7 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:28:24 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10.0 FT. / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 125.2% Controlling Factor: Section Modulus / Depth Required 3.87 In Deflections: Dead Load: DLD= 0.13 IN Live Load: LLD= 0.10 IN = L/1222 Total Load: TLD= 0.23 IN = L/518 Reactions (Each End): Live Load: LL-Rxn= 180 LB Dead Load: DL-Rxn= 244 LB Total Load: TL-Rxn= 424 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.19 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6. : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Non-Snow Live Load: Roof Loaded Area: RLA= 20.0 SF Roof Loading: Roof Live Load-Side One: LL1= 18.0 PSF Roof Dead Load-Side One: DL1 = 20.0 PSF Tributary Width-Side One: TW1= 1.0 FT Roof Live Load-Side Two: LL2= 18.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Tributary Width-Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= 1.25 Beam Self Weight: BSW= 4 PLF Slope/Pitch Adjusted Lengths and1 Loads: Adjusted Beam Length: Ladj= 10.0 FT Beam Uniform Live Load: wL= 36 PLF Beam Uniform Dead Load: wD_adj= 49 PLF Total Uniform Load: wT= 85 PLF Properties For: #1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1625 PSI Adjustment Factors: Cd=1.25 CF=1.30 Fv1: Fv-= 225 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 1061 FT-LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 391 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= l= 7.84 17.65 2.60 19.25 16.85 48.53 IN3 IN3 IN2 IN2 IN4 IN4 Project: Summary: 3.5 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-12-2009 : 3:07:58 PM - Location: cb IN x 9.25 IN x 12.5 FT (Actual 13 FT) / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 128.3% Controlling Factor: Section Modulus / Depth Required 6.12 In Span Deflections: Dead Load: DLD-Center= 0.12 IN Live Load: LLD-Center= 0.09 IN = L/1737 Total Load: TLD-Center= 0.21 IN = L/751 Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 493 LB Dead Load: DL-Rxn-A= 631 LB Total Load: TL-Rxn-A= 1124 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.51 IN Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 246 LB Dead Load: DL-Rxn-B= 338 LB Total Load: TL-Rxn-B= 585 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.27 IN Beam Data: Span: L= 12.5 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 3.67 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Non-Snow Live Load: Roof Loaded Area: RLA= 38.7 SF Roof Loading: Roof Live Load-Side One: LL1= 19.0 PSF Roof Dead Load-Side One: DL1= 20.0 PSF Rafter Length (Hip/Valley)-Side One: RL1= 8.8 FT Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= 19.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Rafter Length (Hip/Valley)-Side Two: RL2= 8.8 FT Tributary Width Based on half span of rafters. Roof Duration Factor: Cd= 1.25 Beam Self Weight: BSW= 7 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 13.03 FT Beam Triangular Live Load Adjusted for Slope: TRL= 118 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 135 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 7 PLF Properties For: #1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb1 (Tension): Fb'= 1500 PSI Adjustment Factors: Cd=1.25 CF=1.20 Fv1: FV= 225 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 2733 FT-LB 6.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 923 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 21.86 INS S= 49.91 IN3 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:40:24 PM Project: - Location: cb Summary: 3.5 IN x 9.25 IN x 15.0 FT (Actual 15.9 FT) / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 128.4% Controlling Factor: Moment of Inertia / Depth Required 7.02 In Span Deflections: Dead Load: DLD-Center= 0.28 IN Live Load: LLD-Center= 0.19 IN = L/1018 Total Load: TLD-Center= 0.46 IN = L/411 Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 675 LB Dead Load: DL-Rxn-A= 969 LB Total Load: TL-Rxn-A= 1644 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.63 IN Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 337 LB Dead Load: DL-Rxn-B= 525 LB Total Load: TL-Rxn-B= 862 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.33 IN Beam Data: Span: L= 15.0 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 5.3 FT Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Non-Snow Live Load: Roof Loaded Area: RLA= 56.2 SF Roof Loading: Roof Live Load-Side One: LL1= 18,0 PSF Roof Dead Load-Side One: DL1= 20.0 PSF Rafter Length (Hip/Valley)-Side One: RL1= 10.6 FT Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= 18.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Rafter Length (HipA/alley)-Side Two: RL2= 10.6 FT Tributary Width Based on half span of rafters. Roof Duration Factor: Cd= 1.25 Beam Self Weight: BSW= 11 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 15.91 FT Beam Triangular Live Load Adjusted for Slope: TRL= 135 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 168 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 10 PLF Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb1 (Tension): Fb'= 3731 PSI Adjustment Factors: Cd=1.25 CF=1.03 Fv1: Fv'= 363 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 4808 FT-LB 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1371 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 15.46 INS S= 49.91 IN3 Area (Shear): Areq= 5.67 IN2 Roof Beamf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:43:40 PM Project: - Location: cb Summary: 3.5 IN x 9.25 IN x 11.25 FT (Actual 11.9 FT) / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 207.1% Controlling Factor: Section Modulus /Depth Required 5.28 In Span Deflections: Dead Load: Live Load: Total Load: Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Beam End Elevation Diff.: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Rafter Length (Hip/Valley)-Side One: Tributary Width Based on half span of rafters. Roof Live Load-Side Two: Roof Dead Load-Side Two: Rafter Length (Hip/Valley)-Side Two: Tributary Width Based on half span of rafters. Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Triangular Live Load Adjusted for Slope: Beam Triangular Dead Load Adjusted for Slope: Beam Uniform Dead Load Adjusted for Slope: Properties For #1- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.20 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 5.625 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): LD-Center= LD-Center= LD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L= Lu= EL= U U RLA= LL1 = DL1 = RL1 = LL2= DL2= RL2= Cd= BSW= Ladj= TRL= TRD= wD_adj= Fb= Fv= E= E-Min= Fc_perp= Fb'= Fv-= 0.08 0.05 0.13 382 545 927 0.42 191 294 485 0.22 11.25 0.0 4.0 240 180 32.0 18.0 20.0 8.0 18.0 20.0 8.0 1.25 7 11.94 102 126 7 1000 180 1700000 620000 625 1500 225 IN IN = L/2716 IN = L/1102 LB LB LB IN LB LB LB IN FT FT FT SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI M= V= 2032 FT-LB 723 LB Sreq= S= 16.25 49.91 IN3 IN3 Re-II In Roof Beamf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:51:58 PM Project: - Location: cb Summary: 3.5 IN x 9.25 IN x 7.5 FT. / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 60.8% Controlling Factor: Section Modulus / Depth Required 7.3 Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and-Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #1- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.20 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 3.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= U U RLA= LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= BSW= Ladj= wL= wD adj= wT= Fb= Fv= C_ E-Min= Fc_perp= Fb'= Fv*= 0.06 0.04 0.10 911 1158 2070 0.95 7.5 0.0 6. 240 180 101.3 18.0 20.0 6.5 18.0 20.0 7.0 1.25 7 7.5 243 309 552 1000 180 1700000 620000 625 1500 225 IN IN = L/2042 IN = L/899 LB LB LB IN FT FT : 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI M= V= Sreq O Areq A lreq 3880 FT-LB 1656 LB 31.04 49.91 11.04 32.38 46.22 230.84 IN3 IN3 IN2 IN2 IN4 IN4 fe-12. Roof Beamf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 3:54:51 PM (Actual 18.6 FT) / 2.0E Parallam - iLevel Trus Joist Controlling Factor: Moment of Inertia / Depth Required 7.59 In Project: - Location: cb Summary: 5.25 IN x 9.25 IN x 17.5 FT Section Adequate By: 81.1% Span Deflections: Dead Load: Live Load: Total Load: Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Beam End Elevation Diff.: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Rafter Length (Hip/Valley)-Side One: Tributary Width Based on half span of rafters. Roof Live Load-Side Two: Roof Dead Load-Side Two: Rafter Length (Hip/Valley)-Side Two: Tributary Width Based on half span of rafters. Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Triangular Live Load Adjusted for Slope: Beam Triangular Dead Load Adjusted for Slope: Beam Uniform Dead Load Adjusted for Slope: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.03 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 8.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L= Lu= EL= U U RLA= LL1 = DL1 = RL1= LL2= DL2= RL2= Cd= BSW= Ladj= TRL= TRD= wD_adj= Fb= Fv=E_ Fc_perp= Fb'= Fv-= 0.41 0.27 0.68 921 1354 2275 0.58 460 748 1208 0.31 17.5 0.0 6.2 240 180 76.9 18.0 20.0 12.4 18.0 20.0 12.4 1.25 16 18.57 158 196 15 2900 290 2000000 750 3731 363 IN IN = L/822 IN = L/326 LB LB LB IN LB LB LB IN FT FT FT SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= 7790 FT-LB 1897 LB 25.05 74.87 7.85 IN3 IN3 IN2 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 09:51:29 AM Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 6.0 FT. / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 345.1% Controlling Factor: Section Modulus / Depth Required 3.44 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.01 IN = L/5185 Total Load: TLD= 0.03 IN = L/2251 Reactions (Each End): Live Load: LL-Rxn= 270 LB Dead Load: DL-Rxn= 352 LB Total Load: TL-Rxn= 622 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.28 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6. : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Non-Snow Live Load: Roof Loaded Area: RLA= 30.0 SF Roof Loading: Roof Live Load-Side One: LL1= 18.0 PSF Roof Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 3.0 FT Roof Live Load-Side Two: Ll_2= 18.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Tributary Width-Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.25 Beam Self Weight: BSW= 6 PLF Slope/Pitch Adjusted Lengths and- Loads: Adjusted Beam Length: Ladj= 6.0 FT Beam Uniform Live Load: wL= 90 PLF Beam Uniform Dead Load: wD_adj= 117 PLF Total Uniform Load: wT= 207 PLF Properties For: #1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb1 (Tension): Fb'= 1625 PSI Adjustment Factors: Cd=1.25 CF=1.30 Fv1: FvS= 225 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 933 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 498 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= l= 6.89 30.66 3.32 25.38 8.89 111.15 INS IN3 IN2 IN2 IN4 IN4 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 09:59:28 AM - Location: cb / 2.0E Parallam - iLevel Trus Joist Controlling Factor: Moment of Inertia / Depth Required 9.55 In Project: Summary: 5.25 IN x 11.25 IN x 16.5 FT Section Adequate By: 63.5% Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and* Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.01 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 8.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= U U RLA= LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= BSW= Ladj= wL= wD adj= wT= Fb= Fv= E= Fc_perp= Fb'= Fv-= 0.38 0.29 0.67 1782 2366 4148 1.05 16.5 0.0 6. 240 180 198.0 18.0 20.0 6.0 18.0 20.0 6.0 1.25 18 16.5 216 287 503 2900 290 2000000 750 3651 363 IN IN = L/685 IN = L/294 LB LB LB IN FT FT : 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq=i 17110 FT-LB 3733 LB 56.24 110.74 15.45 59.06 381.07 622.92 IN3 IN3 IN2 IN2 IN4 IN4 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 10:05:50 AM Project: - Location: cb Summary: 3.5 IN x 9.5 IN x 16.0 FT- (Actual 17 FT) / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 91.7% Controlling Factor: Moment of Inertia / Depth Required 7.65 In Span Deflections: Dead Load: DLD-Center= 0.35 IN Live Load: LLD-Center= 0.24 IN = L/852 Total Load: TLD-Center= 0.59 IN = L/345 Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 767 LB Dead Load: DL-Rxn-A= 1099 LB Total Load: TL-Rxn-A= 1866 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.71 IN Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 384 LB Dead Load: DL-Rxn-B= 593 LB Total Load: TL-Rxn-B= 977 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.37 IN Beam Data: Span: L= 16.0 FT Maximum Unbraced Span: Lu= 0.0 FT Beam End Elevation Diff.: EL= 5.65 FT Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Non-Snow Live Load: Roof Loaded Area: RLA= 63.8 SF Roof Loading: Roof Live Load-Side One: LL1= 18.0 PSF Roof Dead Load-Side One: DL1= 20.0 PSF Rafter Length (Hip/Valley)-Side One: RL1= 11.3 FT Tributary Width Based on half span of rafters. Roof Live Load-Side Two: LL2= 18.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Rafter Length (Hip/Valley)-Side Two: RL2= 11.3 FT Tributary Width Based on half span of rafters. Roof Duration Factor: Cd= 1.25 Beam Self Weight: BSW= 11 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 16.97 FT Beam Triangular Live Load Adjusted for Slope: TRL= 144 PLF Beam Triangular Dead Load Adjusted for Slope: TRD= 179 PLF Beam Uniform Dead Load Adjusted for Slope: wD_adj= 10 PLF Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb1 (Tension): Fb'= 3720 PSI Adjustment Factors: Cd=1.25 CF=1.03 Fv1: Fv'= 363 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 5818 FT-LB 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1556 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 18.77 INS S= 52.65 INS Area (Shear): Areq= 6.44 IN2 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : - Location: cb | Ver: 7.01.14 10:14:23 AM Project: Summary: 8.75 IN x 21.0 IN x 24.0 -FT / 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 126.8% Controlling Factor: Section Modulus / Depth Required 13.94 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Camber Required: C= Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked) Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked) Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: ' BSW= Total Load: wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Point Load 2 Live Load: PL2-2= Dead Load: PD2-2= Location (From left end of span): X2-2= Point Load 3 Live Load: PL3-2= Dead Load: PD3-2= Location (From left end of span): X3-2= Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E-Min= Stress Perpendicular to Grain: Fc_perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 Cv=0.88 FV: Fv-= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 12.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 0.21 0.14 0.35 0.32 1658 2760 4418 0.78 1658 2760 4418 0.78 24.0 0.0 24.0 1.00 360 240 0 0 40 40 1782 2366 12.0 767 1099 12.0 767 1099 12.0 2400 265 1800000 930000 650 1850 2123 265 IN IN = L/2121 IN = L/830 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT LB LB FT PSI PSI PSI PSI PSI PSI PSI PSI 50148 FT-LB 4351 LB fte-i? Multi-Loaded Beamf 2007 California Building Code (05 NDS) ] Ver. 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 10:21:20 AM - Location: cb / 24F-V4 - Visually Graded Western Species - Dry Use Controlling Factor: Section Modulus / Depth Required 12.5 In DLD-Center= 0.14 LLD-Center= 0.08 TLD-Center= 0.22 C= 0.22 Project: Summary: 5.125 IN x 21.0 IN x 21.0-FT Section Adequate By: 191.0% Center Span Deflections: Dead Load: Live Load: Total Load: Camber Required: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.00 Cv=0.95 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 10.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= l= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= Fb= Fv= E= E-Min= Fc_perp= Fb_cpr= Fb'= M= 829 1625 2454 0.74 829 1625 2454 0.74 21.0 0.0 21.0 1.00 360 240 0 0 23 23 1658 2760 10.5 2400 265 1800000 930000 650 1850 129.45 376.69 13.67 107.63 833.26 3955.22 IN IN = L/3246 IN = L/1139 IN LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI PSI PSI 2269 PSI 265 PSI 24481 FT-LB 2415 LB INS IN3 IN2 IN2 IN4 IN4 -Ig Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 11:02:13 AM Project: - Location: cb Summary: 7.0 IN x 11.25 IN x 15.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 125.6% Controlling Factor: Section Modulus / Depth Required 8.37 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: • wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Point Load 2 Live Load: PL2-2= Dead Load: PD2-2= Location (From left end of span): X2-2= Point Load 3 Live Load: PL3-2= Dead Load: PD3-2= Location (From left end of span): X3-2= Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CF=1.01 Fv1: Fv-= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 9.9 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= 0.18 0.12 0.31 656 1075 1731 0.33 1312 1966 3278 0.62 15.0 0.0 15.0 1.00 360 240 0 0 25 25 675 969 10.0 382 545 10.0 911 1158 10.0 2900 290 2000000 750 IN IN = L/1454 IN = L/583 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT LB LB FT PSI PSI PSI PSI 2921 PSI 290 PSI 15933 FT-LB 3256 LB 65.46 147.66 IN3 IN3 Re- Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 11:34:26 AM Project: - Location: cb Summary: 3.5 IN x 9.25 IN x 10.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 392.1% Controlling Factor: Section Modulus / Depth Required 5.26 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Beam Self Weight: Slope/Pitch Adjusted Lengths and'Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.03 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= U U RLA= LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= BSW= Ladj= wL= wD adj= wT= Fb= Fv= E— Fc_perp= Fb'= Fv-= 0.07 0.05 0.12 540 721 1261 0.48 10.0 0.0 6. 240 180 60.0 18.0 20.0 6.0 18.0 20.0 0.0 1.25 10 10.0 108 144 252 2900 290 2000000 750 3731 363 IN IN = L/2280 IN = L/976 LB LB LB IN FT FT : 12 SF PSF PSF FT PSF PSF FT PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq= l= 3154 FT-LB 1085 LB 10.14 49.91 4.49 32.38 42.57 230.84 IN3 INS IN2 IN2 IN4 IN4 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 12:53:43 AM Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 6.0 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 282.1% Controlling Factor: Section Modulus / Depth Required 3.71 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Wall Load: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #1- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 CF=1.30 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= •u U RLA= LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= WALL= BSW= Ladj= wL= wD adj= wT= Fb= Fv= E= E-Min= Fc_perp= Fb'= Fv"= 0.02 0.02 0.04 297 427 724 0.33 6.0 0.0 6. 240 180 33.0 18.0 20.0 5.5 18.0 20.0 0.0 1.25 14 6 6.0 99 142 241 1000 180 1700000 620000 625 1625 225 IN IN = L/4713 IN = L/1932 LB LB LB IN FT FT : 12 SF PSF PSF FT PSF PSF FT PLF PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq= l= 1087 FT-LB 580 LB 8.02 30.66 3.86 25.38 10.35 111.15 IN3 INS IN2 IN2 IN4 IN4 -21 Roof Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 03-27-2009 : 12:18:20 AM Project: - Location: cb Summary: 3.5 IN x 9.25 IN x 9.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 623.3% Controlling Factor: Section Modulus / Depth Required 4.47 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.03 IN = U3754 Total Load: TLD= 0.07 IN = L/1594 Reactions (Each End): Live Load: LL-Rxn= 405 LB Dead Load: DL-Rxn= 549 LB Total Load: TL-Rxn= 954 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.36 IN Beam Data: Span: L= 9.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6. : 12 Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: U 180 Non-Snow Live Load: Roof Loaded Area: RLA= 45.0 SF Roof Loading: Roof Live Load-Side One: LL1= 18.0 PSF Roof Dead Load-Side One: DL1= 20.0 PSF Tributary Width-Side One: TW1= 5.0 FT Roof Live Load-Side Two: LL2= 18.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Tributary Width-Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.25 Beam Self Weight: BSW= 10 PLF Slope/Pitch Adjusted Lengths and'Loads: Adjusted Beam Length: Ladj= 9.0 FT Beam Uniform Live Load: wL= 90 PLF Beam Uniform Dead Load: wD_adj= 122 PLF Total Uniform Load: wT= 212 PLF Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb1 (Tension): Fb= 3731 PSI Adjustment Factors: Cd=1.25 CF=1.03 Fv1: Fv-= 363 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 2146 FT-LB 4.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 801 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= l= 6.90 49.91 3.31 32.38 26.07 230.84 IN3 IN3 IN2 IN2 IN4 IN4 Floor Joistt 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 1:38:05 PM Project: - Location: cb Summary: 1.5 IN x 11.25 IN x 11.0 FT Section Adequate By: 146.0% Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Joist Data: Center Span Length: Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Floor Loading: Live Load: Dead Load: Total Load: Total Load Adjusted for Joist Spacing: Properties For: #2- Douglas-Fir-Lafch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension); Adjustment Factors: Cd=1.00 CF=1.00 Cr=1.15 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 5.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= l= 16 O.C. / #2 - Douglas-Fir-Larch - Dry Use Controlling Factor: Section Modulus / Depth Required 7.17 In DLD-Center= 0.02 IN LLD-Center= 0.06 IN = L/2140 TLD-Center= 0.08 IN = L/1556 LL-Rxn-A= 293 LB DL-Rxn-A= 110 LB TL-Rxn-A= 403 LB BL-A= 0.43 IN LL-Rxn-B= 293 LB DL-Rxn-B= 110 LB TL-Rxn-B= 403 LB BL-B= 0.43 IN L2= 11.0 FT Cd= 1.00 U 480 U 360 LL-2= 40.0 PSF DL-2= 15.0 PSF TL-2= 55.0 PSF wT-2= 73 PLF Fb= Fv= E= E-Min= Fc-perp= 900 180 1600000 580000 625 PSI PSI PSI PSI PSI Fb'= M= 1035 PSI 180 PSI 1109 FT-LB 339 LB 12.86 31.64 2.82 16.88 41.17 177.98 IN3 IN3 IN2 IN2 IN4 IN4 Floor Joist[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 1:42:37 PM & 12 O.C. / #2 - Douglas-Fir-Larch - Dry Use Controlling Factor: Section Modulus / Depth Required 9.13 In DLD-Center= 0.08 IN LLD-Center= 0.21 IN = L/927 TLD-Center= 0.28 IN = L/674 LL-Rxn-A= 320 LB DL-Rxn-A= 120 LB TL-Rxn-A= 440 LB BL-A= 0.47 IN LL-Rxn-B= 320 LB DL-Rxn-B= 120 LB TL-Rxn-B= 440 LB BL-B= 0.47 IN L2= 16.0 FT Cd= 1.00 U 480 U 360 Project: - Location: cb Summary: 1.5 IN x 11.35 IN x 16.0 FT Section Adequate By: 55.1% Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Joist Data: Center Span Length: Floor sheathing applied to top of joists-top of joists fully braced Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Floor Loading: Live Load: Dead Load: Total Load: Total Load Adjusted for Joist Spacing: Properties For: #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.00 CF=1.00 Cr=1.15 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 8.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= l= LL-2= 40.0 DL-2= 15.0 TL-2= 55.0 wT-2= 55 Fb= Fv= E= E-Min= Fc-perp= Fb'= Fv-= M= 900 180 1600000 580000 625 20.41 31.64 3.30 16.88 95.02 177.98 PSF PSF PSF PLF PSI PSI PSI PSI PSI 1035 PSI 180 PSI 1760 FT-LB 396 LB INS INS IN2 IN2 IN4 IN4 Combination Roof and Floor Beam[ 2007 California Building By: Kenneth Brown , Kenneth Brown & Co. on: 02 Project: - Location: cb Summary: 7.0 IN x 11.875 IN x 15.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 44.1% Controlling Factor: Moment of Inertia / Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 CF=1.00 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 7.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Code (05 NDS) ] Ver: 7.01.14 •12-2009 : 2:58:14 PM Depth Required 10.51 In DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= U U RLA= RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1 = FTW1 = FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv-= 0.23 0.29 0.52 3739 2956 6695 1.28 15.0 0.0 360 240 172.5 19.0 20.0 7.0 19.0 20.0 4.5 1.25 40.0 15.0 7.0 40.0 15.0 0.0 1.00 14 219 249 280 105 26 499 394 893 893 2900 290 2000000 750 3629 363 IN IN = L/619 IN = L/346 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 25106 FT-LB V= 5891 LB Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-12-2009 : 3:49:12 PM - Location: cbProject: Summary: 3.5 IN x 11.875 IN x 14.0. FT Section Adequate By: 74.2% Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: 2.0E Parallam- Level Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 5.04 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= l= / 2.0E Parallam - iLevel Trus Joist Controlling Factor: Section Modulus / Depth Required 9.39 In DLD-Center= 0.19 LLD-Center= 0.15 TLD-Center= 0.35 LL-Rxn-A= 1110 DL-Rxn-A= 1414 TL-Rxn-A= 2524 BL-A= 0.96 LL-Rxn-B= 741 DL-Rxn-B= 951 TL-Rxn-B= 1692 BL-B= 0.64 l_2= 14.0 Lu2-Top= 0.0 Lu2-Bottom= 14.0 Cd= 1.00 U 360 L/ 240 wL-2= 40 wD-2= 40 BSW= 13 wT-2= 93 PL1-2= 1291 PD1-2= 1623 X1-2= 5.0 Fb= Fv= E= Fc_perp= Fb'= Fv"= M= 2900 290 2000000 750 47.22 82.26 12.58 41.56 241.30 488.41 IN IN = L/1104 IN = L/486 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 11424 FT-LB 2433 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-12-2009 : 3:51:22 PM - Location: cb / 2.0E Parallam - iLevel Trus Joist Controlling Factor: Section Modulus / Depth Required 9.3 DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= Fb= Fv= E= Fc_perp= Fb'= Fv-= M= 0.19 0.14 0.34 1026 1366 2392 0.91 570 799 1369 0.52 14.0 0.0 14.0 1.00 360 240 Project: Summary: 3.5 IN x 11.875 IN x 14.0. FT Section Adequate By: 69.4% Controlling Factor: Section Modulus / Depth Required 9.3 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 5.04 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 48.56 S= 82.26 Area (Shear): Areq= 12.31 A= 41.56 Moment of Inertia (Deflection): lreq= 234.29 l= 488.41 0 0 13 13 1596 1984 5.0 2900 290 2000000 750 IN IN = L/1162 IN = L/500 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 11749 FT-LB 2380 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-12-2009 : 3:56:59 PM - Location: cb / 2.0E Parallam - iLevel Trus Joist Controlling Factor: Section Modulus / Depth Required 8.15 In DLD-Center= 0.08 LLD-Center= 0.09 TLD-Center= 0.17 Project: Summary: 7.0 IN x 11.875 IN x 11.5 FT Section Adequate By: 112.2% Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 2.645 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= \- LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= Fb= Fv= E= Fc_perp= Fb'= M= 3753 3531 7284 1.39 1096 1137 2234 0.43 11.5 0.0 11.5 1.00 360 240 0 0 26 26 4849 4370 2.6 2900 290 2000000 750 77.54 164.52 37.55 83.13 291.11 976.83 IN IN = L/1578 IN = L/805 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 18761 FT-LB 7260 LB IN3 INS IN2 IN2 IN4 IN4 Combination Roof and Floor Beam[ 2007 California Building By: Kenneth Brown , Kenneth Brown & Co. on: 02 Project: - Location: cb Summary: 5.25 IN x 11.875 IN x 11.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 124.1% Controlling Factor: Moment of Inertia Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.00 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 5.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Code (05 NDS) ] Ver: 7.01.14 -12-2009 : 4:00:49 PM / Depth Required 9.07 In DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= U U RLA= RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1 = FTW1 = FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-ftoor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv-= 0.10 0.14 0.25 3443 2562 6005 1.53 11.0 0.0 360 240 154.0 19.0 20.0 7.0 19.0 20.0 7.0 1.25 40.0 15.0 7.0 40.0 15.0 2.0 1.00 8 266 303 360 135 19 626 466 1092 1092 2900 290 2000000 750 3629 363 IN IN = U938 IN = L/538 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 16514 FT-LB V= 5044 LB Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-12-2009 : 4:08:35 PM Project: - Location: cb Summary: 7.0 IN x 11.875 IN x 13.75 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 55.3% Controlling Factor: Section Modulus / Depth Required 9.68 In Center Span Deflections: Dead Load: DLD-Center= 0.19 Live Load: LLD-Center= 0.19 Total Load: TLD-Center= 0.37 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 2177 Dead Load: DL-Rxn-A= 2489 Total Load: TL-Rxn-A= 4665 Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.89 Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 3318 Dead Load: DL-Rxn-B= 3163 Total Load: TL-Rxn-B= 6481 Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.23 Beam Data: Center Span Length: L2= 13.75 Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 13.75 Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 Dead Load: wD-2= 0 Beam Self Weight: BSW= 26 Total Load: ' wT-2= 26 Point Load 1 Live Load: PL1-2= 1026 Dead Load: PD1-2= 1366 Location (From left end of span): X1-2= 2.0 Point Load 2 Live Load: PL2-2= 4469 Dead Load: PD2-2= 3928 Location (From left end of span): X2-2= 9.75 Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= 2900 Shear Stress: Fv= 290 Modulus of Elasticity: E= 2000000 Stress Perpendicular to Grain: Fc_perp= 750 Adjusted Properties Fb1 (Tension): Fb'= Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Fv-= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 9.763 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 105.95 S= 164.52 Area (Shear): Areq= 33.39 A= 83.13 Moment of Inertia (Deflection): lreq= 529.89 l= 976.83 IN IN = L/878 IN = L/442 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 25635 FT-LB 6456 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-12-2009 : 4:14:25 PM Project: - Location: cb Summary: ( 2 ) 5.25 IN x 11.875 IN-x 14.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 86.3% Controlling Factor: Section Modulus / Depth Required 9.28 In * LvPs over 7 inches wide require special consideration by the design professional. Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: ' BSW= Total Load: wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Point Load 2 Live Load: PL2-2= Dead Load: PD2-2= Location (From left end of span): X2-2= Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb1 (Tension): Fb'= Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Fv'= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 6.02 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= 0.15 0.19 0.33 4317 3631 7948 1.01 3159 2329 5488 0.70 14.0 0.0 14.0 1.00 360 240 240 90 39 369 3318 3163 6.0 798 992 1.0 2900 290 2000000 750 IN IN = L/907 IN = L/503 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 32048 FT-LB 7587 LB 132.46 246.78 39.24 124.69 699.54 IN3 IN3 IN2 IN2 IN4 Roof Beamf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-12-2009 : 3:01:51 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 7.3 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 159.1% Controlling Factor: Section Modulus / Depth Required 6.99 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Tributary Width-Side Two: Roof Duration Factor: Wall Load: Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: #1- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.10 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 3.65 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= RP= U U RLA= LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= WALL= BSW= Ladj= wL= wD adj= wT= Fb= Fv= E= E-Min= Fc_perp= Fb'= Fv-= 0.02 0.02 0.04 798 992 1789 0.82 7.3 0.0 5. 240 180 84.0 19.0 20.0 7.0 19.0 20.0 4.5 1.25 14 9 7.3 219 272 490 1000 180 1700000 620000 625 1375 225 IN IN = L/4430 IN = L/1975 LB LB LB IN FT FT : 12 SF PSF PSF FT PSF PSF FT PLF PLF FT PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq= l= 3265 FT-LB 1360 LB 28.50 73.83 9.07 39.38 37.85 415.28 IN3 IN3 IN2 IN2 IN4 IN4 fe-1 Combination Roof and Floor Beamf 2007 California Building By: Kenneth Brown , Kenneth Brown & Co. on: 02- Project: - Location: cb Summary: 3.5 IN x 9.25 IN x 9.5 FT. / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 122.6% Controlling Factor: Moment of Inertia Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Roor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 CF=1.03 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 4.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Code (05 NDS) ] Ver: 7.01.14 16-2009 : 11:09:56 AM / Depth Required 7.08 In DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= U U RLA= RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1= FTW1 = FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv^ 0.11 0.10 0.21 1235 1319 2554 0.97 9.5 0.0 360 240 95.0 18.0 20.0 4.5 18.0 20.0 5.5 1.25 40.0 15.0 2.0 40.0 15.0 0.0 1.00 14 180 224 80 30 10 260 278 538 538 2900 290 2000000 750 3731 363 IN IN = L/1105 IN = L/534 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= 6066 FT-LB 2146 LB Fe- Code (05 NDS) ] Ver: 7.01.14 16-2009 : 11:19:09 AM Combination Roof and Floor Beam[ 2007 California Building By: Kenneth Brown , Kenneth Brown & Co. on: 02- Project: - Location: cb Summary: 3.5 IN x 11.875 IN x 11.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 91.8% Controlling Factor: Moment of Inertia / Depth Required 9.56 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.00 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 5.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= U U RLA= RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1 = FTW1 = FLL2= FDI_2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv"= 0.12 0.17 0.29 2701 1977 4677 1.78 11.0 0.0 360 240 104.5 18.0 20.0 2.0 18.0 20.0 7.5 1.25 40.0 15.0 0.0 40.0 15.0 8.0 1.00 14 171 212 320 120 13 491 359 850 850 2900 290 2000000 750 3629 363 IN IN = L/797 IN = L/460 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= V= 12863 FT-LB 3929 LB Fe-ii Uniformly Loaded Floor Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown /Kenneth Brown & Co. on: 02-16-2009 : 11:22:07 AM Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 7.0 FT- / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 369.5% Controlling Factor: Section Modulus / Depth Required 3.35 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN = L/3673 Total Load: TLD= 0.03 IN = L/2544 Reactions (Each End): Live Load: LL-Rxn= 280 LB Dead Load: DL-Rxn= 124 LB Total Load: TL-Rxn= 404 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.18 IN Beam Data: Span: L= 7.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 1.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 80 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: ' wD= 36 PLF Total Maximum Load: wT= 116 PLF Properties For: #1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb1 (Tension): Fb'= 1300 PSI Adjustment Factors: Cd=1.00 CF=1.30 Fv1: Fv^ 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 707 FT-LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 340 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= l= 6.53 30.66 2.83 25.38 10.89 111.15 IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 11:24:37 AM Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 9.0 FT- / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 490.1% Controlling Factor: Section Modulus / Depth Required 3.05 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: ' wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Properties For. #1- Douglas-Fir-Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E-Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb1 (Tension): Fb'= Adjustment Factors: Cd=1.00 CF=1.30 Fv1: Fv-= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1.62 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= l= 0.01 0.02 0.03 230 127 357 0.16 50 47 97 0.04 9.0 0.0 9.0 1.00 360 240 0 0 6 6 280 124 1.6 1000 180 1700000 620000 625 5.20 30.66 2.95 25.38 8.27 111.15 IN IN = L/5324 IN = L/3226 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI PSI 1300 PSI 180 PSI 563 FT-LB 354 LB INS IN3 IN2 IN2 IN4 IN4 - 6 Uniformly Loaded Floor Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 12:58:12 AM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 6.0 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 1088.5% Controlling Factor: Section Modulus / Depth Required 3.26 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = L/21793 Total Load: TLD= 0.01 IN = L/13778 Reactions (Each End): Live Load: LL-Rxn= 240 LB Dead Load: DL-Rxn= 140 LB Total Load: TL-Rxn= 380 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.17 IN Beam Data: Span: L= 6.0 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: !_/ 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 1.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 1.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 8 PLF Beam Loading: Beam Total Live Load: wL= 80 PLF Beam Self Weight: BSW= 9 PLF Beam Total Dead Load: ' wD= 47 PLF Total Maximum Load: wT= 127 PLF Properties For: #1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb1 (Tension): Fb'= 1100 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv1: Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 569 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 266 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= l= 6.21 73.83 2.21 39.38 7.23 415.28 INS INS IN2 IN2 IN4 IN4 Fa Uniformly Loaded Floor Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 1:33:28 PM - Location: cb / 24F-V4 - Visually Graded Western Species - Dry Use Controlling Factor: Moment of Inertia / Depth Required 7.95 Project: Summary: 5.125 IN x 10.5 IN x 16.0- FT Section Adequate By: 129.9% Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked) Camber Reqd.: Beam Data: Span: Unbraced Length-Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Tributary Width-Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: 24F-V4- Visually Graded Western Species Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): In DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= C= L= Lu= U U CAF= LL1 = DL1 = TW1 = LL2= DL2= TW2= Cd= WALL= wL= BSW= wD= wT= Fb= Fv= E= E-Min= Fc_perp= Fb_cpr= Fb'= Fv'= 0.11 0.23 0.34 1120 513 1633 0.49 0.16 16.0 0.0 360 240 1.5 40.0 15.0 2.5 40.0 15.0 1.0 1.00 0 140 12 64 204 2400 265 1800000 930000 650 1850 2400 265 IN IN = L/828 IN = L/568 LB LB LB IN IN FT FT X OLD PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI PSI M= V= Sreq= S= Areq= A= lreq= 6533 FT-LB 1470 LB 32.67 94.17 8.32 53.81 215.01 494.40 INS INS IN2 IN2 IN4 IN4 fa- Combination Roof and Floor Beam[ 2007 California Building By: Kenneth Brown , Kenneth Brown & Co. on: 02- Project: - Location: cb Summary: 7.0 IN x 11.25 IN x 16.0 FT / 2.0E Parallam - (Level Trus Joist Section Adequate By: 92.7% Controlling Factor: Moment of Inertia / Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- Level Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.01 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Code (05 NDS) ] Ver: 7.01.14 16-2009 : 1:59:26 PM Depth Required 9.04 In DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= L/ U RLA= RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1 = FTW1= FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-ftoor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv-= 0.18 0.23 0.42 2088 1654 3742 0.71 16.0 0.0 360 240 72.0 18.0 20.0 4.5 18.0 20.0 0.0 1.25 40.0 15.0 2.0 40.0 15.0 2.5 1.00 14 81 101 180 68 25 261 207 468 468 2900 290 2000000 750 3651 363 IN IN = L/829 IN = L/463 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 14967 FT-LB V= 3368 LB FB-lfe Combination Roof and Floor Beam[ 2007 California Building By: Kenneth Brown , Kenneth Brown & Co. on: 02 Project: - Location: cb Summary: 7.0 IN x 11.25 IN x 16.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 136.7% Controlling Factor: Moment of Inertia Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Serf Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 CF=1.01 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Code (05 NDS) ] Ver: 7.01.14 1-16-2009 : 2:09:59 PM / Depth Required 8.44 In DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= L/ U RLA= RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1 = FTW1 = FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv-= 0.15 0.19 0.34 1728 1319 3047 0.58 16.0 0.0 360 240 32.0 18.0 20.0 1.0 18.0 20.0 1.0 1.25 40.0 15.0 2.0 40.0 15.0 2.5 1.00 28 36 45 180 68 25 216 165 381 381 2900 290 2000000 750 3651 363 IN IN = L/1002 IN = L/568 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 12187 FT-LB V= 2742 LB Combination Roof and Floor Beam[ 2007 California Building By: Kenneth Brown , Kenneth Brown & Co. on: 02- Project: - Location: cb Summary: 7.0 IN x 11.25 IN x 16.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 91.2% Controlling Factor: Moment of Inertia / Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Adjustment Factors: Cd=1.25 CF=1.01 Fv1: Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Code (05 NDS) ] Ver: 7.01.14 16-2009 : 2:12:20 PM Depth Required 9.06 In DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= U U RLA= RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1 = FTW1 = FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E— Fc_perp= Fb'= FV= 0.22 0.20 0.42 1792 1980 3772 0.72 16.0 0.0 360 240 128.0 18.0 20.0 8.0 18.0 20.0 0.0 1.25 40.0 15.0 2.0 40.0 15.0 0.0 1.00 14 144 179 80 30 25 224 247 471 471 2900 290 2000000 750 3651 363 IN IN = L/966 IN = L/459 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 15088 FT-LB V= 3395 LB Combination Roof and Floor Beam[ 2007 California Building By: Kenneth Brown , Kenneth Brown & Co. on: 02 Project: - Location: cb Summary: 7.0 IN x 11.25 IN x 13.5 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 176.4% Controlling Factor: Moment of Inertia Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Non-Snow Live Load: Roof Loaded Area: Roof Loading: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor Loading: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.25 CF=1.01 Fv': Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: 6.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Code (05 NDS) ] Ver: 7.01.14 1-16-2009 : 2:15:26 PM / Depth Required 8.02 In DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= 1 — Lu= U U RLA= RLL1 = RDL1 = RTW1 = RLL2= RDL2= RTW2= Cd-roof= FLL1 = FDL1 = FTW1 = FLL2= FDL2= FTW2= Cd-floor= WALL= wL-roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= Fc_perp= Fb'= Fv'= 0.10 0.14 0.24 2093 1572 3665 0.70 13.5 0.0 360 240 67.5 18.0 20.0 5.0 18.0 20.0 0.0 1.25 40.0 15.0 5.5 40.0 15.0 0.0 1.00 14 90 112 220 83 25 310 233 543 543 2900 290 2000000 750 3651 363 IN IN = L/1162 IN = L/663 LB LB LB IN FT FT SF PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 12368 FT-LB V= 3225 LB FB-I«\ Uniformly Loaded Floor Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 2:23:01 PM - Location: cbProject: Summary: ( 2 ) 5.25 IN x 11.875 IN.x 17.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 121.0% Controlling Factor: Moment of Inertia / Depth Required 9.12 * Lvl's over 7 inches wide require special consideration by the design professional- Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL-Rxn= Dead Load: DL-Rxn= Total Load: TL-Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length-Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load-Side One: LL1= Floor Dead Load-Side One: DL1 = Tributary Width-Side One: TW1 = Floor Live Load-Side Two: LL2= Floor Dead Load-Side Two: Dl_2= Tributary Width-Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: • BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Fb'= 2903 PSI Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Fv-= 290 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 21276 FT-LB 8.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 4506 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): In 0.12 0.26 0.38 3400 1606 5006 0.64 17.0 0.0 360 240 40.0 15.0 7.5 40.0 15.0 2.5 1.00 0 400 39 189 589 Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= 87.94 246.78 23.30 124.69 663.15 1465.24 IN IN = L/795 IN = L/540 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF Fb= Fv= E= Fc_perp= 2900 290 2000000 750 PSI PSI PSI PSI IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 2:36:25 PM Project: - Location: cb Summary: 3.5 IN x 11.875 IN x 6.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 175.4% Controlling Factor: Area / Depth Required 6.96 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: • wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb1 (Tension): Fb'= Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Fv-= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 2.52 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= l= 0.02 0.02 0.04 2029 1482 3511 1.34 1826 1211 3038 1.16 6.0 0.0 6.0 1.00 360 240 440 165 13 618 1215 1626 2.5 2900 290 2000000 750 28.23 82.26 15.09 41.56 65.45 488.41 IN IN = L/3209 IN = L/1791 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 6829 FT-LB 2918 LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 2:47:57 PM Project: - Location: cb Summary: ( 2 ) 5.25 IN x 11.875 IN-x 5.0 FT / 2.0E Parallam - Level Trus Joist Section Adequate By: 403.1% Controlling Factor: Area / Depth Required 3.44 In * Lvl's over 7 inches wide require special consideration by the design professional. Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: • BSW= Total Load: wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Properties For: 2.0E Parallam- Level Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Fv-= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 20.29 S= 246.78 Area (Shear): Areq= 24.79 A= 124.69 Moment of Inertia (Deflection): lreq= 35.77 l= 1465.24 0.00 0.00 0.01 2927 2111 5038 0.64 1032 713 1745 0.22 5.0 0.0 5.0 1.00 360 240 160 60 39 259 3159 2329 1.0 2900 290 2000000 750 IN IN = L/16830 IN = U9831 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 4908 FT-LB 4792 LB IN3 IN3 IN2 IN2 IN4 IN4 Uniformly Loaded Floor Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 2:50:59 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 7.0 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 832.1% Controlling Factor: Section Modulus / Depth Required 3.68 In Deflections: Dead Load: DLD= 0.00 Live Load: LLD= 0.01 Total Load: TLD= 0.01 Reactions (Each End): Live Load: LL-Rxn= 280 Dead Load: DL-Rxn= 135 Total Load: TL-Rxn= 415 Bearing Length Required (Beam only, support capacity not checked): BL= 0.19 Beam Data: Span: L= 7.0 Unbraced Length-Top of Beam: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 Floor Dead Load-Side One: DL1= 15.0 Tributary Width-Side One: TW1= 1.0 Floor Live Load-Side Two: LL2= 40.0 Floor Dead Load-Side Two: DL2= 15.0 Tributary Width-Side Two: TW2= 1.0 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: wL= 80 Beam Self Weight: BSW= 9 Beam Total Dead Load: • wD= 39 Total Maximum Load: wT= 119 Properties For: #1- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Fb'= 1100 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv1: Fv-= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 726 FT-LB 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 307 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= l= 7.92 73.83 2.56 39.38 10.89 415.28 IN IN = L/13724 IN = L/9262 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF Fb= Fv= E= E-Min= Fc_perp= 1000 180 1700000 620000 625 PSI PSI PSI PSI PSI INS IN3 IN2 IN2 IN4 IN4 Uniformly Loaded Floor Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 2:55:05 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 4.5 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 335.8% Controlling Factor: Section Modulus / Depth Required 5.39 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = L/9392 Total Load: TLD= 0.01 IN = L/6736 Reactions (Each End): Live Load: LL-Rxn= 990 LB Dead Load: DL-Rxn= 390 LB Total Load: TL-Rxn= 1380 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.63 IN Beam Data: Span: L= 4.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 8.0 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 440 PLF Beam Self Weight: BSW= 9 PLF Beam Total Dead Load: ' wD= 174 PLF Total Maximum Load: wT= 614 PLF Properties For: #1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb1 (Tension): Fb'= 1100 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv1: Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1553 FT-LB 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 828 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= l= 16.94 73.83 6.90 39.38 15.92 415.28 IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 2:59:21 PM - Location: cbProject: Summary: 5.25 IN x 11.875 IN x 12.0 FT Section Adequate By: 132.7% Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Properties For: 2.0E Parallam- Level Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: 5.4 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= / 2.0E Parallam - iLevel Trus Joist Controlling Factor: Area / Depth Required 7.83 In DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= Fb= Fv= E= Fc_perp= Fb'= Fv-= M= 0.06 0.11 0.17 3003 2591 5594 1.42 1909 953 2862 0.73 12.0 0.0 12.0 1.00 360 240 300 112 19 431 1312 1966 1.0 2900 290 2000000 750 IN IN = L/1317 IN = L/837 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 9492 FT-LB 5180 LB 39.23 123.39 26.79 62.34 209.99 732.62 IN3 INS IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 3:07:23 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 5.5 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 161.3% Controlling Factor: Area / Depth Required 5.84 In Center Span Deflections: Dead Load: DLD-Center= 0.01 IN Live Load: LLD-Center= 0.01 IN = L/12547 Total Load: TLD-Center= 0.01 IN = L/5914 Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 855 LB Dead Load: DL-Rxn-A= 1012 LB Total Load: TL-Rxn-A= 1868 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 0.85 IN Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= 276 LB Dead Load: DL-Rxn-B= 275 LB Total Load: TL-Rxn-B= 551 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.25 IN Beam Data: Center Span Length: L2= 5.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 5.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 40 PLF Dead Load: wD-2= 15 PLF Beam Self Weight: BSW= 9 PLF Total Load: • wT-2= 64 PLF Point Load 1 Live Load: PL1-2= 911 LB Dead Load: PD1-2= 1158 LB Location (From left end of span): X1-2= 1.0 FT Properties For: #1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb1 (Tension): Fb'= 1100 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv1: Fv-= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 1824 FT-LB 1.045 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1808 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= 19.90 73.83 15.07 39.38 16.85 415.28 IN3 IN3 IN2 IN2 IN4 IN4 Uniformly Loaded Floor Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 3:10:24 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 3.5 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 949.7% Controlling Factor: Section Modulus / Depth Required 3.47 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = L/29278 Total Load: TLD= 0.00 IN = L/20861 Reactions (Each End): Live Load: LL-Rxn= 525 LB Dead Load: DL-Rxn= 212 LB Total Load: TL-Rxn= 737 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.34 IN Beam Data: Span: L= 3.5 FT Unbraced Length-Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Floor Loading: Floor Live Load-Side One: LL1= 40.0 PSF Floor Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 4.5 FT Floor Live Load-Side Two: LL2= 40.0 PSF Floor Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 300 PLF Beam Self Weight: BSW= 9 PLF Beam Total Dead Load: ' wD= 121 PLF Total Maximum Load: wT= 421 PLF Properties For: #1- Douglas-Fir-Larch Bending Stress: Fb= 1000 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb1 (Tension): Fb'= 1100 PSI Adjustment Factors: Cd=1.00 CF=1.10 Fv1: Fv'= 180 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 645 FT-LB 1.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 354 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= lreq= 7.03 73.83 2.95 39.38 5.11 415.28 IN3 1N3 IN2 IN2 IN4 IN4 Fe-z? Multi-Loaded Beam[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-16-2009 : 3:14:34 PM Project: - Location: cb Summary: 5.25 IN x 11.875 IN x 16.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 93.4% Controlling Factor: Section Modulus / Depth Required 9.38 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearing Length Required (Beam only, support capacity not checked): BL-A= Center Span Right End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, support capacity not checked): BL-B= Beam Data: Center Span Length: L2= Center Span Unbraced Length-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: • wT-2= Point Load 1 Live Load: PL1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Point Load 2 Live Load: PL2-2= Dead Load: PD2-2= Location (From left end of span): X2-2= Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb1 (Tension): Fb'= Adjustment Factors: Cd=1.00 CF=1.00 Fv1: Fv-= Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 4.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= 0.22 0.17 0.39 1701 2307 4008 1.02 780 953 1733 0.44 16.0 0.0 16.0 1.00 360 240 40 15 19 74 921 1354 4.0 921 1354 4.0 2900 290 2000000 750 63.81 123.39 20.36 62.34 360.69 732.62 IN IN = L/1134 IN = L/487 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT LB LB FT PSI PSI PSI PSI 2903 PSI 290 PSI 15438 FT-LB 3937 LB IN3 IN3 IN2 IN2 IN4 IN4 FT FT FT FT IN O.C. : 12 Roof Rafterf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 2:49:14 PM Project: - Location: cb Summary: 1.5 IN x 9.25 IN x 17.3 FT (16 + 1.3) @ 16 O.C. / #2 - Douglas-Fir-Larch - Dry Use Section Adequate By: 48.4% Controlling Factor: Section Modulus / Depth Required 7.59 In Interior Span Deflections: Dead Load: DLD-lnterior= 0.34 Live Load: LLD-lnterior= 0.28 Total Load: TLD-lnterior= 0.62 Eave Deflections (Positive Deflections used for design): Dead Load: DLD-Eave= 0.00 Live Load: LLD-Eave= 0.00 Total Load: TLD-Eave= 0.00 Rafter End Loads and Reactions: LOADS: RXNS: Upper Live Load: 144 PLF 192 LB Upper Dead Load: 178 PLF 237 LB Upper Total Load: 322 PLF 429 LB Lower Live Load: 168 PLF 224 LB Lower Dead Load: 209 PLF 279 LB Lower Total Load: 377 PLF 503 LB Upper Equiv. Tributary Width: UTWeq= 8.89 Lower Equiv. Tributary Width: LTWeq= 10.46 Rafter Data: Interior Span: L= 16.0 Eave Span: L-Eave= 1.3 Rafter Spacing: Spacing= 16.0 Rafter Pitch: RP= 6.0 Roof sheathing applied to top of joists-Top of rafters fully braced. Live Load Deflect. Criteria: L/ 240 Total Load Deflect. Criteria: L/ 180 Non-Snow Live Load: Roof Loaded Area: ' RLA= 23.1 SF Rafter Loads: Roof Live Load: LL= 18.0 Roof Dead Load: DL= 20.0 Roof Duration Factor: Cd= 1.25 Slope Adjusted Spans And Loads: Interior Span: L-adj= 17.89 Eave Span: L-Eave-adj= 1.45 Rafter Live Load: wL-adj= 19 Rafter Dead Load: wD-adj= 24 Rafter Total Load: wT-adj= 43 Properties For #2- Douglas-Fir-Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb1 (Tension): Fb'= 1423 PSI Adjustment Factors: Cd=1.25 CF=1.10 Cr=1.15 Fv1: Fv'= 225 PSI Adjustment Factors: Cd=1.25 Design Requirements: Controlling Moment: M= 1709 FT-LB 8.944 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 357 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 14.41 S= 21.39 Area (Shear): Areq= 2.38 IN IN = L/768 IN = L/346 IN IN = 2L/17136 IN = 2L/3488266 PSF PSF FT FT PLF PLF PLF Fb= Fv= E= E-Min= Fc-perp= 900 180 1600000 580000 625 PSI PSI PSI PSI PSI IN3 IN3 IN2 Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 10:04:36 AM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 69.7% Vertical Reactions: Live: Vert-LL-Rxn= 1215 LB Dead: Vert-DL-Rxn= 1664 LB Total: Vert-TL-Rxn= 2879 LB Axial Loads: Live Loads: PL= 1215 LB Dead Loads: PD= 1626 LB Column Self Weight: CSW= 38 LB Total Loads: PT= 2879 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 IN3 Section Modulus (Y-Y Axis): Sy= 11.23 INS Slendemess Ratio: Lex/dx= 19.64 Ley/dy= 30.9 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 493 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.30 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 150 PSI Allowable Compressive Stress: Fc'= 493 PSI Columnf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 10:06:46 AM Project: - Location: cb Summary: 3.5 IN x 3.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 68.2% Vertical Reactions: Live: Vert-LL-Rxn= 819 LB Dead: Vert-DL-Rxn= 1112 LB Total: Vert-TL-Rxn= 1931 LB Axial Loads: Live Loads: PL= 819 LB Dead Loads: PD= 1088 LB Column Self Weight: CSW= 24 LB Total Loads: PT= 1931 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 3.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 12.25 IN2 Section Modulus (X-X Axis): Sx= 7.15 INS Section Modulus (Y-Y Axis): Sy= 7.15 INS Slenderness Ratio: Lex/dx= 30.86 Ley/dy= 30.9 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc': Fc'= 495 PSI Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.29 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 158 PSI Allowable Compressive Stress: Fc'= 495 PSI res -3 Columnf 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 9 FT /. #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 59.2% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc': Adjustment Factors: Cd=1.00 Cf=1.05 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 11:44:38 AM Fc'= fc= Fc'= Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 2080 3000 5080 2080 2950 50 5080 0.00 0.00 1.00 9.0 9.0 9.0 1.0 7.25 3.50 25.38 30.66 14.80 14.90 30.9 1500 1000 1000 1700000 620000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSI 491 PSI 200 491 PSI PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 11:52:35 AM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 16 FT /. #1 - Douglas-Fir-Larch - Dry Use Section Adequate By. 66.4% Vertical Reactions: Live: Vert-LL-Rxn= 1261 LB Dead: Vert-DL-Rxn= 1929 LB Total: Vert-TL-Rxn= 3190 LB Axial Loads: Live Loads: PL= 1261 LB Dead Loads: PD= 1862 LB Column Self Weight: CSW= 67 LB Total Loads: PT= 3190 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 16.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 INS Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 30.9 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 493 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.30 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 166 PSI Allowable Compressive Stress: Fc'= 493 PSI Columnf 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 54.6% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc1: Adjustment Factors: Cd=1.00 Cf=1.05 Cp=0.31 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 11:55:03 AM Fc'= fc= Fc'= Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 2304 3356 5660 2304 3306 50 5660 0.00 0.00 1.00 9.0 9.0 9.0 1.0 7.25 3.50 25.38 30.66 14.80 14.90 30.9 1500 1000 1000 1700000 620000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSI 491 PSI 223 491 PSI PSI -£ Column[ 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 73.4% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc1: Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.30 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 11:57:06 AM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= l_x= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 1040 1482 2522 1040 1444 38 2522 0.00 0.00 1.00 9.0 9.0 9.0 1.0 5.50 3.50 19.25 17.65 11.23 19.64 30.9 1500 1000 1000 1700000 620000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSI Fc'= fc= Fc'= 493 PSI 131 493 PSI PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 12:00:49 AM Project: - Location: cb Summary: 5.5 IN x 5.5 IN x 19 FT / frl - Douglas-Fir-Larch - Dry Use Section Adequate By: 86.1% Vertical Reactions: Live: Vert-LL-Rxn= 430 LB Dead: Vert-DL-Rxn= 659 LB Total: Vert-TL-Rxn= 1089 LB Axial Loads: Live Loads: PL= 430 LB Dead Loads: PD= 534 LB Column Self Weight: CSW= 125 LB Total Loads: PT= 1089 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 19.0 FT Maximum Unbraced Length (X-X Axis): Lx= 19.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 19.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X-X Axis): Sx= 27.73 INS Section Modulus (Y-Y Axis): Sy= 27.73 INS Slendemess Ratio: Lex/dx= 41.45 Ley/dy= 41.5 Properties For: #1- Douglas-Fir-Larch Compressive Stress: " Fc= 1000 PSl Bending Stress (X-X Axis): Fbx= 1200 PSl Bending Stress (Y-Y Axis): Fby= 1200 PSl Modulus of Elasticity: E= 1600000 PSl Adjusted Modulus of Elasticity: E-Min= 580000 PSl Adjusted Properties: Fc1: Fc'= 259 PSl Adjustment Factors: Cd=1.00 Cp=0.26 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 36 PSl Allowable Compressive Stress: Fc'= 259 PSl Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 12:06:29 AM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10 FT /- #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 78.5% Vertical Reactions: Live: Vert-LL-Rxn= 675 LB Dead: Vert-DL-Rxn= 1011 LB Total: Vert-TL-Rxn= 1686 LB Axial Loads: Live Loads: PL= 675 LB Dead Loads: PD= 969 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 1686 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 INS Slendemess Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc': Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 88 PSI Allowable Compressive Stress: Fc'= 407 PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 12:09:10 AM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10 FT A#1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 73.1% Vertical Reactions: Live: Vert-LL-Rxn= 911 LB Dead: Vert-DL-Rxn= 1200 LB Total: Vert-TL-Rxn= 2111 LB Axial Loads: Live Loads: PL= 911 LB Dead Loads: PD= 1158 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 2111 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 INS Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 110 PSI Allowable Compressive Stress: Fc'= 407 PSI Column! 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 12:11:32 AM Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 10 FT,/ #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 55.2% Vertical Reactions: Live: Vert-LL-Rxn= 1842 LB Dead: Vert-DL-Rxn= 2763 LB Total: Vert-TL-Rxn= 4605 LB Axial Loads: Live Loads: PL= 1842 LB Dead Loads: PD= 2708 LB Column Self Weight: CSW= 55 LB Total Loads: PT= 4605 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 7.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 25.38 IN2 Section Modulus (X-X Axis): Sx= 30.66 INS Section Modulus (Y-Y Axis): Sy= 14.80 INS Slendemess Ratio: Lex/dx= 16.55 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 405 PSI Adjustment Factors: Cd=1.00 Cf=1.05 Cp=0.26 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 181 PSI Allowable Compressive Stress: Fc'= 405 PSI (t Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 12:14:04 AM Project: - Location: do Summary: 3.5 IN x 5.5 IN x 10 FT /- #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 70.4% Vertical Reactions: Live: Vert-LL-Rxn= 921 LB Dead: Vert-DL-Rxn= 1396 LB Total: Vert-TL-Rxn= 2317 LB Axial Loads: Live Loads: PL= 921 LB Dead Loads: PD= 1354 LB Column Serf Weight: CSW= 42 LB Total Loads: PT= 2317 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 INS Slendemess Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 120 PSI Allowable Compressive Stress: Fc'= 407 PSI Columnf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 1:48:20 PM Project: - Location: cb Summary: 3.5 IN x 9.25 IN x 10 FT/ #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 65.7% Vertical Reactions: Live: Vert-LL-Rxn= 1658 LB Dead: Vert-DL-Rxn= 2830 LB Total: Vert-TL-Rxn= 4488 LB Axial Loads: Live Loads: PL= 1658 LB Dead Loads: PD= 2760 LB Column Self Weight: CSW= 70 LB Total Loads: PT= 4488 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 9.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 32.38 IN2 Section Modulus (X-X Axis): Sx= 49.91 IN3 Section Modulus (Y-Y Axis): Sy= 18.89 INS Slendemess Ratio: Lex/dx= 12.97 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: " Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 404 PSI Adjustment Factors: Cd=1.00 Cp=0.27 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 139 PSI Allowable Compressive Stress: Fc'= 404 PSI Columnf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 1:50:22 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10 FT /-#1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 68.1% Vertical Reactions: Live: Vert-LL-Rxn= 829 LB Dead: Vert-DL-Rxn= 1667 LB Total: Vert-TL-Rxn= 2496 LB Axial Loads: Live Loads: PL= 829 LB Dead Loads: PD= 1625 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 2496 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 IN3 Section Modulus (Y-Y Axis): Sy= 11.23 INS Slendemess Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 130 PSI Allowable Compressive Stress: Fc'= 407 PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 1:53:00 PM Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 10 FT J #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 67.6% Vertical Reactions: Live: Vert-LL-Rxn= 1312 LB Dead: Vert-DL-Rxn= 2021 LB Total: Vert-TL-Rxn= 3333 LB Axial Loads: Live Loads: PL= 1312 LB Dead Loads: PD= 1966 LB Column Self Weight: CSW= 55 LB Total Loads: PT= 3333 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 7.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 25.38 IN2 Section Modulus (X-X Axis): Sx= 30.66 INS Section Modulus (Y-Y Axis): Sy= 14.80 INS Slenderness Ratio: Lex/dx= 16.55 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 405 PSI Adjustment Factors: Cd=1.00 Cf=1.05 Cp=0.26 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 131 PSI Allowable Compressive Stress: Fc'= 405 PSI Column[ 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 3.5 IN x 3.5 IN x 10 FT A#1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 74.3% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc1: Adjustment Factors: Cd=1.00 Cf=1.15 Cp=0.24 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 1:55:50 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= F— E-Min= 540 748 1288 540 721 27 1288 0.00 0.00 1.00 10.0 10.0 10.0 1.0 3.50 3.50 12.25 7.15 7.15 34.29 34.3 1500 1000 1000 1700000 620000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSI Fc'= fc= Fc'= 408 PSI 105 408 PSI PSI Column[ 2007 California Building Code (05 By: Kenneth Brown , Kenneth Brown & Co. on: Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 10 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 83.7% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc': Adjustment Factors: Cd=1.00 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: NDS) ] Ver: 7.01.14 02-19-2009 : 2:11:39 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 4954 4667 9621 4954 4582 85 9621 0.00 0.00 1.00 10.0 0.0 0.0 1.0 11.25 3.50 39.38 73.83 22.97 0.00 0.0 1500 1000 1000 1700000 620000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 IN3 PSl PSI PSl PSI PSl Fc'= fc= Fc'= 1500 PSI 244 1500 PSI PSI Cofumn[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:13:46 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10 FT A#1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 67.2% Vertical Reactions: Live: Vert-LL-Rxn= 1110 LB Dead: Vert-DL-Rxn= 1456 LB Total: Vert-TL-Rxn= 2566 LB Axial Loads: Live Loads: PL= 1110 LB Dead Loads: PD= 1414 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 2566 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 INS Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 133 PSI Allowable Compressive Stress: Fc'= 407 PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:15:19 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10 FT A#1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 68.9% Vertical Reactions: Live: Vert-LL-Rxn= 1026 LB Dead: Vert-DL-Rxn= 1408 LB Total: Vert-TL-Rxn= 2434 LB Axial Loads: Live Loads: PL= 1026 LB Dead Loads: PD= 1366 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 2434 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 IN3 Section Modulus (Y-Y Axis): Sy= 11.23 INS Slendemess Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 126 PSI Allowable Compressive Stress: Fc'= 407 PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:18:07 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 10 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 87.5% Vertical Reactions: Live: Vert-LL-Rxn= 3753 LB Dead: Vert-DL-Rxn= 3616 LB Total: Vert-TL-Rxn= 7369 LB Axial Loads: Live Loads: PL= 3753 LB Dead Loads: PD= 3531 LB Column Self Weight: CSW= 85 LB Total Loads: PT= 7369 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 11.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 39.38 IN2 Section Modulus (X-X Axis): Sx= 73.83 INS Section Modulus (Y-Y Axis): Sy= 22.97 INS Slenderness Ratio: Lex/dx= 0.00 Ley/dy= 0.0 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 1500 PSI Adjustment Factors: Cd=1.00 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 187 PSI Allowable Compressive Stress: Fc'= 1500 PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:24:15 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 10 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 89.7% Vertical Reactions: Live: Vert-LL-Rxn= 3443 LB Dead: Vert-DL-Rxn= 2647 LB Total: Vert-TL-Rxn= 6090 LB Axial Loads: Live Loads: PL= 3443 LB Dead Loads: PD= 2562 LB Column Self Weight: CSW= 85 LB Total Loads: PT= 6090 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 11.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 39.38 IN2 Section Modulus (X-X Axis): Sx= 73.83 INS Section Modulus (Y-Y Axis): Sy= 22.97 INS Slenderness Ratio: Lex/dx= 0.00 Ley/dy= 0.0 Properties For: #1- Douglas-Fir-Larch Compressive Stress: " Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 1500 PSI Adjustment Factors: Cd=1.00 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 155 PSI Allowable Compressive Stress: Fc'= 1500 PSI Columnf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:27:06 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 10 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 88.9% Vertical Reactions: Live: Vert-LL-Rxn= 3318 LB Dead: Vert-DL-Rxn= 3248 LB Total: Vert-TL-Rxn= 6566 LB Axial Loads: Live Loads: PL= 3318 LB Dead Loads: PD= 3163 LB Column Self Weight: CSW= 85 LB Total Loads: PT= 6566 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 11.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 39.38 IN2 Section Modulus (X-X Axis): Sx= 73.83 IN3 Section Modulus (Y-Y Axis): Sy= 22.97 INS Slenderness Ratio: Lex/dx= 0.00 Ley/dy= 0.0 Properties For: #1- Douglas-Fir-Larch Compressive Stress: - Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 1500 PSI Adjustment Factors: Cd=1.00 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 167 PSI Allowable Compressive Stress: Fc'= 1500 PSI -7 Column[ 2007 California Building Code (05 By: Kenneth Brown , Kenneth Brown & Co. on: Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 10 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 86.4% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc1: Adjustment Factors: Cd=1.00 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: NDS) ] Ver: 7.01.14 02-19-2009 : 2:29:41 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 4317 3716 8033 4317 3631 85 8033 0.00 0.00 1.00 10.0 0.0 0.0 1.0 11.25 3.50 39.38 73.83 22.97 0.00 0.0 1500 1000 1000 1700000 620000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 INS IN3 PSI PSI PSI PSI PSI Fc'= fc= Fc'= 1500 PSI 204 1500 PSI PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:34:17 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 10 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 85.9% Vertical Reactions: Live: Vert-LL-Rxn= 3539 LB Dead: Vert-DL-Rxn= 4760 LB Total: Vert-TL-Rxn= 8299 LB Axial Loads: Live Loads: PL= 3539 LB Dead Loads: PD= 4675 LB Column Self Weight: CSW= 85 LB Total Loads: PT= 8299 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 0.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 0.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 11.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 39.38 IN2 Section Modulus (X-X Axis): Sx= 73.83 INS Section Modulus (Y-Y Axis): Sy= 22.97 INS Slenderness Ratio: Lex/dx= 0.00 Ley/dy= 0.0 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 1500 PSI Adjustment Factors: Cd=1.00 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 211 PSI Allowable Compressive Stress: Fc'= 1500 PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:36:44 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10 FT /• #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 66.9% Vertical Reactions: Live: Vert-LL-Rxn= 1235 LB Dead: Vert-DL-Rxn= 1361 LB Total: Vert-TL-Rxn= 2596 LB Axial Loads: Live Loads: PL= 1235 LB Dead Loads: PD= 1319 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 2596 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): l_x= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 INS Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 135 PSI Allowable Compressive Stress: Fc'= 407 PSI Column[ 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 3.5 IN x 7.25 IN x 10 FT-/ #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 54.0% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc1: Adjustment Factors: Cd=1.00 Cf=1.05 Cp=0.26 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 2:40:25 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 2701 2032 4733 2701 1977 55 4733 0.00 0.00 1.00 10.0 10.0 10.0 1.0 7.25 3.50 25.38 30.66 14.80 16.55 34.3 1500 1000 1000 1700000 620000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 INS INS PSI PSI PSI PSI PSI Fc'= fc= Fc'= 405 PSI 187 405 PSI PSI Column! 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:44:12 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10 FT A#1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 54.2% Vertical Reactions: Live: Vert-LL-Rxn= 1491 LB Dead: Vert-DL-Rxn= 2098 LB Total: Vert-TL-Rxn= 3589 LB Axial Loads: Live Loads: PL= 1491 LB Dead Loads: PD= 2056 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 3589 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 IN3 Slendemess Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 186 PSI Allowable Compressive Stress: Fc'= 407 PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 2:45:39 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 10 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 94.9% Vertical Reactions: Live: Vert-LL-Rxn= 230 LB Dead: Vert-DL-Rxn= 169 LB Total: Vert-TL-Rxn= 399 LB Axial Loads: Live Loads: PL= 230 LB Dead Loads: PD= 127 LB Column Self Weight: CSW= 42 LB Total Loads: PT= 399 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 1N3 Slenderness Ratio: Lex/dx= 21.82 Ley/dy= 34.3 Properties For. #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 407 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.25 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 21 PSI Allowable Compressive Stress: Fc'= 407 PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 3:02:17 PM Project: ' - Location: cb Summary: 3.5 IN x 5.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 82.4% Vertical Reactions: Live: Vert-LL-Rxn= 1120 LB Dead: Vert-DL-Rxn= 551 LB Total: Vert-TL-Rxn= 1671 LB Axial Loads: Live Loads: PL= 1120 LB Dead Loads: PD= 513 LB Column Self Weight: CSW= 38 LB Total Loads: PT= 1671 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 IN3 Section Modulus (Y-Y Axis): Sy= 11.23 INS Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 30.9 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 493 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.30 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 87 PSI Allowable Compressive Stress: Fc'= 493 PSI Column! 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 3:08:30 PM Project: - Location: cb Summary: 7.5 IN x 7.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 86.2% Vertical Reactions: Live: Vert-LL-Rxn= 3816 LB Dead: Vert-DL-Rxn= 3083 LB Total: Vert-TL-Rxn= 6899 LB Axial Loads: Live Loads: PL= 3816 LB Dead Loads: PD= 2973 LB Column Self Weight: CSW= 110 LB Total Loads: PT= 6899 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 7.50 IN Column Section (Y-Y Axis): dy= 7.50 IN Area: A= 56.25 IN2 Section Modulus (X-X Axis): Sx= 70.31 INS Section Modulus (Y-Y Axis): Sy= 70.31 INS Slenderness Ratio: Lex/dx= 14.40 Ley/dy= 14.4 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1000 PSI Bending Stress (X-X Axis): Fbx= 1200 PSI Bending Stress (Y-Y Axis): Fby= 1200 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Adjusted Properties: Fc': Fc'= 888 PSI Adjustment Factors: Cd=1.00 Cp=0.89 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 123 PSI Allowable Compressive Stress: Fc'= 888 PSI Columnf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 3:06:54 PM Project: - Location: cb Summary: 7.5 IN x 7.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 86.1% Vertical Reactions: Live: Vert-LL-Rxn= 3520 LB Dead: Vert-DL-Rxn= 3409 LB Total: Vert-TL-Rxn= 6929 LB Axial Loads: Live Loads: PL= 3520 LB Dead Loads: PD= 3299 LB Column Self Weight: CSW= 110 LB Total Loads: PT= 6929 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 7.50 IN Column Section (Y-Y Axis): dy= 7.50 IN Area: A= 56.25 IN2 Section Modulus (X-X Axis): Sx= 70.31 INS Section Modulus (Y-Y Axis): Sy= 70.31 INS Slenderness Ratio: Lex/dx= 14.40 Ley/dy= 14.4 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1000 PSI Bending Stress (X-X Axis): Fbx= 1200 PSI Bending Stress (Y-Y Axis): Fby= 1200 PSI Modulus of Elasticity: E= 1600000 PSI Adjusted Modulus of Elasticity: E-Min= 580000 PSI Adjusted Properties: Fc1: Fc'= 888 PSI Adjustment Factors: Cd=1.00 Cp=0.89 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 123 PSI Allowable Compressive Stress: Fc'= 888 PSI fe-i? Column[ 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 7.5 IN x 7.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By. 84.9% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc': Adjustment Factors: Cd=1.00 Cp=0.89 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 3:10:02 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 3885 3662 7547 3885 3552 110 7547 0.00 0.00 1.00 9.0 9.0 9.0 1.0 7.50 7.50 56.25 70.31 70.31 14.40 14.4 1000 1200 1200 1600000 580000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 INS PSI PSI PSI PSI PSI Fc'= fc= Fc'= 888 PSI 134 888 PSI PSI foe?T @ ft Column[ 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 7.5 IN x 11.5 IN x 9 FT A#1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 82.5% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc': Adjustment Factors: Cd=1.00 Cp=0.90 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 3:14:56 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 7153 5390 12543 7153 5222 168 12543 0.00 0.00 1.00 9.0 9.0 9.0 1.0 11.50 7.50 86.25 165.31 107.81 9.39 14.4 925 1350 1350 1600000 580000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 INS PSI PSI PSI PSI PSI Fc'= fc= Fc'= 831 PSI 145 831 PSI PSI Columnf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 3:17:28 PM Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 9 FT./ #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 73.6% Vertical Reactions: Live: Vert-LL-Rxn= 3400 LB Dead: Vert-DL-Rxn= 1683 LB Total: Vert-TL-Rxn= 5083 LB Axial Loads: Live Loads: PL= 3400 LB Dead Loads: PD= 1606 LB Column Self Weight: CSW= 77 LB Total Loads: PT= 5083 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): l_x= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 11.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 39.38 IN2 Section Modulus (X-X Axis): Sx= 73.83 INS Section Modulus (Y-Y Axis): Sy= 22.97 INS Slenderness Ratio: Lex/dx= 9.60 Ley/dy= 30.9 Properties For: #1- Douglas-Fir-Larch Compressive Stress: • Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 488 PSI Adjustment Factors: Cd=1.00 Cp=0.33 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 129 PSI Allowable Compressive Stress: Fc'= 488 PSI Column! 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 7.5 IN x 7.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 80.0% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc1: Adjustment Factors: Cd=1.00 Cp=0.89 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 3:23:50 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 5273 4738 10011 5273 4628 110 10011 0.00 0.00 1.00 9.0 9.0 9.0 1.0 7.50 7.50 56.25 70.31 70.31 14.40 14.4 1000 1200 1200 1600000 580000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 IN3 PSI PSI PSI PSI PSI Fc'= fc= Fc'= 888 PSI 178 888 PSI PSI Column[ 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 5.5 IN x 5.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 84.4% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc1: Adjustment Factors: Cd=1.00 Cp=0.76 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 3:27:17 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= L= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 2029 1541 3570 2029 1482 59 3570 0.00 0.00 1.00 9.0 9.0 9.0 1.0 5.50 5.50 30.25 27.73 27.73 19.64 19.6 1000 1200 1200 1600000 580000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 IN3 INS PSI PSI PSI PSI PSI Fc'= fc= Fc'= 759 PSI 118 759 PSI PSI Columnf 2007 California Building Code By: Kenneth Brown , Kenneth Brown & Co. Project: - Location: cb Summary: 3.5 IN x 11.25 IN x 9 FT-/ #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 73.4% Vertical Reactions: Live: Dead: Total: Axial Loads: Live Loads: Dead Loads: Column Self Weight: Total Loads: Eccentricity (X-X Axis): Eccentricity (Y-Y Axis): Axial Duration Factor: Column Data: Length: Maximum Unbraced Length (X-X Axis): Maximum Unbraced Length (Y-Y Axis): Column End Condition: Calculated Properties: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Properties For: #1- Douglas-Fir-Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Adjusted Modulus of Elasticity: Adjusted Properties: Fc1: Adjustment Factors: Cd=1.00 Cp=0.33 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Allowable Compressive Stress: (05 NDS) ] Ver: 7.01.14 on: 02-19-2009 : 3:36:50 PM Vert-LL-Rxn= Vert-DL-Rxn= Vert-TL-Rxn= PL= PD= CSW= PT= ex= ey= Cd-Axial= l_= Lx= Ly= Ke= dx= dy= A= Sx= Sy= Lex/dx= Ley/dy= Fc= Fbx= Fby= E= E-Min= 2927 2188 5115 2927 2111 77 5115 0.00 0.00 1.00 9.0 9.0 9.0 1.0 11.25 3.50 39.38 73.83 22.97 9.60 30.9 1500 1000 1000 1700000 620000 LB LB LB LB LB LB LB IN IN FT FT FT IN IN IN2 INS INS PSI PSI PSI PSI PSI Fc'= fc= Fc'= 488 PSI 130 488 PSI PSI Column[ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 3:39:27 PM Project: - Location: db Summary: 3.5 IN x 5.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 85.1% Vertical Reactions: Live: Vert-LL-Rxn= 990 LB Dead: Vert-DL-Rxn= 428 LB Total: Vert-TL-Rxn= 1418 LB Axial Loads: Live Loads: PL= 990 LB Dead Loads: PD= 390 LB Column Self Weight: CSW= 38 LB Total Loads: PT= 1418 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 INS Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 30.9 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 493 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.30 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 74 PSI Allowable Compressive Stress: Fc'= 493 PSI Columnf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 3:42:42 PM Project: - Location: do Summary: 3.5 IN x 9.25 IN x 9 FT /'#1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 64.2% Vertical Reactions: Live: Vert-LL-Rxn= 3003 LB Dead: Vert-DL-Rxn= 2654 LB Total: Vert-TL-Rxn= 5657 LB Axial Loads: Live Loads: PL= 3003 LB Dead Loads: PD= 2591 LB Column Self Weight: CSW= 63 LB Total Loads: PT= 5657 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 9.25 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 32.38 IN2 Section Modulus (X-X Axis): Sx= 49.91 IN3 Section Modulus (Y-Y Axis): Sy= 18.89 IN3 Slenderness Ratio: Lex/dx= 11.68 Ley/dy= 30.9 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 488 PSI Adjustment Factors: Cd=1.00 Cp=0.33 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 175 PSI Allowable Compressive Stress: Fc'= 488 PSI Columnf 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-19-2009 : 3:47:07 PM Project: - Location: cb Summary: 3.5 IN x 5.5 IN x 9 FT / #1 - Douglas-Fir-Larch - Dry Use Section Adequate By: 79.9% Vertical Reactions: Live: Vert-LL-Rxn= 855 LB Dead: Vert-DL-Rxn= 1050 LB Total: Vert-TL-Rxn= 1905 LB Axial Loads: Live Loads: PL= 855 LB Dead Loads: PD= 1012 LB Column Self Weight: CSW= 38 LB Total Loads: PT= 1905 LB Eccentricity (X-X Axis): ex= 0.00 IN Eccentricity (Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 3.50 IN Area: A= 19.25 IN2 Section Modulus (X-X Axis): Sx= 17.65 INS Section Modulus (Y-Y Axis): Sy= 11.23 IN3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 30.9 Properties For: #1- Douglas-Fir-Larch Compressive Stress: ' Fc= 1500 PSI Bending Stress (X-X Axis): Fbx= 1000 PSI Bending Stress (Y-Y Axis): Fby= 1000 PSI Modulus of Elasticity: E= 1700000 PSI Adjusted Modulus of Elasticity: E-Min= 620000 PSI Adjusted Properties: Fc1: Fc'= 493 PSI Adjustment Factors: Cd=1.00 Cf=1.10 Cp=0.30 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 99 PSI Allowable Compressive Stress: Fc'= 493 PSI ess Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-13-2009 : 09:32:18 AM Project: - Location: cb Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 3443 LB Dead Load: PD= 2562 LB Total Load: PT= 6005 LB Ultimate Factored Load: Pu= 8583 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1000 PSF Concrete Compressive Strength: Fc= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.0 FT Length: L= 3.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 667 PSF Effective Allowable Soil Bearing Pressure: Qe= 875 PSF Required Footing Area: Areq= 6.86 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing^ 8583 LB Allowable Bearing: • Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 2801 LB Allowable Beam Shear: vd= 19125 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 7887 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear. vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 38624 IN-LB Nominal Moment Strength: Mn= 170825 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.17 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.72 IN2 Controlling Reinforcing Steel: As-reqd= 0.72 IN2 Selected Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 15.00 IN Footing Design [ 2007 California Building Code (05 NDS) ] Ver. 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:39:33 AM Project: - Location: cb Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 1658 LB Dead Load: PD= 2830 LB Total Load: PT= 4488 LB Ultimate Factored Load: Pu= 6049 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: Fc= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1122 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 3.26 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearings 6049 LB Allowable Bearing: ' Bearing-Allows 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1449 LB Allowable Beam Shear: vc1= 12750 LB Punching Shear Calculations (Two way shear): Critical Perimeter. Bo= 41.00 IN Punching Shear: Vu2= 4945 LB Allowable Punching Shear (AC) 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear. vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 18146 IN-LB Nominal Moment Strength: Mn= 127575 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.08 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACM0.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As-reqd= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:08:43 AM Project: - Location: cb Summary: Footing Size: 2.0 FT x 2.G FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 1312 LB Dead Load: PD= 2021 LB Total Load: PT= 3333 LB Ultimate Factored Load: Pu= 4524 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 833 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 2.42 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearing= 4524 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear Vu1= 1084 LB Allowable Beam Shear: . vc1= 12750 LB Punching Shear Calculations fTwo way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 3699 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 13573 IN-LB Nominal Moment Strength: Mn= 127575 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.06 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel; As-reqd= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:37:10 AM Project: - Location: cb Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 1110 LB Dead Load: PD= 1456 LB Total Load: PT= 2566 LB Ultimate Factored Load: Pu= 3523 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 642 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 1.87 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearing= 3523 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 844 LB Allowable Beam Shear vd= 12750 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 2881 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 10570 IN-LB Nominal Moment Strength: Mn= 127575 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.05 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACM0.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As-reqd= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: cb Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:29:20 AMKenneth Project: Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: #4 Bars Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: PL= PD= PT= Pu= Qs= F'c= Fy= c= W= I — Depth= d= m= n= Qu= Qe= Areq= A= Bearing= Bearing-Allow= Vu1 = vc1= Bo= Vu2= vc2-a= vc2-b= vc2-c= vc2= Mu= Mn= a= As(1)= I.5.4): As(2)= As-reqd= I.OO IN. O.C. E/W / As= Ld= Ld-sup= 5552 5077 10629 14976 1500 2500 40000 3.00 3.0 3.0 10.00 6.25 (Wood) 4.00 4.00 1181 1375 7.73 9.0 14976 47600 4888 19125 41.00 13762 65344 88188 43563 43563 67390 170825 0.41 0.30 0.72 0.72 (4) Min. 0.79 15.00 15.00 LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF LB LB LB LB IN LB LB LB LB LB IN-LB IN-LB IN IN2 IN2 IN2 IN2 IN IN Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:31:28 AM Project: - Location: cb Summary: Footing Size: 3.5 FT x 3.5 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: PL= 6240 LB Dead Load: PD= 6792 LB Total Load: PT= 13032 LB Ultimate Factored Load: Pu= 18134 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: Fc= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.5 FT Length: L= 3.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1064 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 9.48 SF Area Provided: A= 12.25 SF Baseplate Bearing: Bearing Required: Bearing= 18134 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 6369 LB Allowable Beam Shear: vc1= 22313 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 17054 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACM 1-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 95206 IN-LB Nominal Moment Strength: Mn= 213014 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 IN Steel Required Based on Moment: As(1)= 0.43 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.84 IN2 Controlling Reinforcing Steel: As-reqd= 0.84 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 18.00 IN )0 fe- Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 09:56:55 AM Project: - Location: cb Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 3885 LB Dead Load: PD= 3662 LB Total Load: PT= 7547 LB Ultimate Factored Load: Pu= 10610 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: Fc= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1208 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 5.49 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 10610 LB Allowable Bearing: * Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 3095 LB Allowable Beam Shear: vc1= 15938 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 9372 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACM 1-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 39789 IN-LB Nominal Moment Strength: Mn= 169665 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 0.18 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.60 IN2 Controlling Reinforcing Steel: As-reqd= 0.60 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 12.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 09:50:45 AM Project: - Location: cb Summary: Footing Size: 3.5 FT x 3.5 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: PL= 7153 LB Dead Load: PD= 5390 LB Total Load: PT= 12543 LB Ultimate Factored Load: Pu= 17913 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.5 FT Length: L= 3.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1024 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 9.12 SF Area Provided: A= 12.25 SF Baseplate Bearing: Bearing Required: Bearing= 17913 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear Vu1= 6291 LB Allowable Beam Shear: vc1= 22313 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 16846 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 94042 IN-LB Nominal Moment Strength: Mn= 213014 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 IN Steel Required Based on Moment: As(1)= 0.42 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.84 IN2 Controlling Reinforcing Steel: As-reqd= 0.84 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 18.00 IN fry @ Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 09:50:12 AM Project: - Location: cb Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 3400 LB Dead Load: PD= 1683 LB Total Load: PT= 5083 LB Ultimate Factored Load: Pu= 7460 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: Fc= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1271 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 3.7 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearing= 7460 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 1787 LB Allowable Beam Shear: vc1= 12750 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 6099 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 22379 IN-LB Nominal Moment Strength: Mn= 127575 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.10 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As-reqd= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:12:07 AM Project: - Location: cb Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 5273 LB Dead Load: PD= 4738 LB Total Load: PT= 10011 LB Ultimate Factored Load: Pu= 14122 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: Pc= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.0 FT Length: L= 3.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1112 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 7.28 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing* 14122 LB Allowable Bearing: ' Bearing-Allow^ 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 4609 LB Allowable Beam Shear: vd= 19125 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 12978 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 63551 IN-LB Nominal Moment Strength: Mn= 170825 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.29 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACM 0.5.4): As(2)= 0.72 1N2 Controlling Reinforcing Steel: As-reqd= 0.72 IN2 Selected Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 1N2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 15.00 IN Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:16:30 AM Project: - Location: cb Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= 2029 LB Dead Load: PD= 1541 LB Total Load: PT= 3570 LB Ultimate Factored Load: Pu= 5096 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 893 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 2.6 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearing= 5096 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 1221 LB Allowable Beam Shear: vc1= 12750 LB Punching Shear Calculations (Two way shear): Critical Perimeter Bo= 41.00 IN Punching Shear: Vu2= 4166 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 15287 IN-LB Nominal Moment Strength: Mn= 127575 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.07 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACM 0.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As-reqd= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design [ 2007 California Building Code (05 NDS) ] Ver: 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:23:17 AM Project: - Location: cb Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 2927 LB Dead Load: PD= 2188 LB Total Load: PT= 5115 LB Ultimate Factored Load: Pu= 7309 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.0 FT Length: L= 3.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 568 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 3.72 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing= 7309 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 2386 LB Allowable Beam Shear: vc1= 19125 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 6716 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 32890 IN-LB Nominal Moment Strength: Mn= 170825 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 IN Steel Required Based on Moment: As(1)= 0.15 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4):. As(2)= 0.72 IN2 Controlling Reinforcing Steel: As-reqd= 0.72 IN2 Selected Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 15.00 IN Footing Design [ 2007 California Building Code (05 NDS) ] Ver. 7.01.14 By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 : 10:05:18 AM Project: - Location: cb Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 3003 LB Dead Load: PD= 2654 LB Total Load: PT= 5657 LB Ultimate Factored Load: Pu= 7990 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PS I Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 905 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 4.11 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 7990 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 2330 LB Allowable Beam Shear: vd= 15938 LB Punching Shear Calculations (Two way shear): Critical Perimeter Bo= 41.00 IN Punching Shear: Vu2= 7057 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 29961 IN-LB Nominal Moment Strength: Mn= 169665 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 0.13 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.60 IN2 Controlling Reinforcing Steel: As-reqd= 0.60 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 12.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. fjfcfi Footing Design [ 2007 California Building Code (05 NDS) ] By: Kenneth Brown , Kenneth Brown & Co. on: 02-20-2009 - Location: cb mm. Ver: 7.01.14 10:18:16 AM Project: Summary: Footing Size: 2.0 FT x 2.Q FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Footing Loads: Live Load: PL= 1701 LB Dead Load: PD= 2357 LB Total Load: PT= 4058 LB Ultimate Factored Load: Pu= 5550 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.0 FT Length: L= 2.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1015 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 2.95 SF Area Provided: A= 4.0 SF Baseplate Bearing: Bearing Required: Bearing= 5550 LB Allowable Bearing: ' Bearing-Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 1330 LB Allowable Beam Shear: vc1= 12750 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 4538 LB Allowable Punching Shear (ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear (ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear (ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 16650 IN-LB Nominal Moment Strength: Mn= 127575 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.07 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI-10.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As-reqd= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. dbaj structural consulting Inc. 2825 Laguna Canyon rd. Bldg C Laguna Beach, Ca 29651 tel: (949) 497-6810 fax: (949) 497-6819 Title: Dsgnr: Description: Scope: Job* Date: Rev: 510303 User: KW-06077. Ver 5.1.3, 22-Jun-1999. Win32 (c) 1983-99 ENERCALC g Wall Design Page 1 h:\ec\ou-1 .ecw:Calculations Description 9'8"ht concrete retaining wall. Criteria | Retained Height = 9.67ft Wall height above soil = 0.00ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8.00 in I Soil Density = 110.00 pcf N 1 Wind on Stem = 0.0 psf 5 Design Summary k^VKmmMs^mmsm&imsm^^'mm^KjmifxKi^c-^i! Total Bearing Load = 3,904 IDS ... resultant ecc. = 15.98 in Soil Pressure @ Toe = 2,228 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,120 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.6 psi OK Footing Shear® Heel = 12.1 psi OK Allowable = 85.Q psi Wall Stability Ratios Overturning = 1.56 OK Sliding = 1.50 OK lidingCalcs (Vertical Component NOT Used) Lateral Sliding Force = 2,183.5 tos tess 100% Passive Foroe= - 1,916.7 tos less 100% Friction Force= - 1, 366.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results b Toe Heel Factored Pressure = 3,120 0 psf Mu': Upward = 10,032 0 ft-# Mu': Downward = 1,880 1,228ft-# Mu: Design = 8,153 1,228ft-# Actual 1-Way Shear = 19.61 12.10 psi AHow 1-Way Shear - 85.00 85.00 psi Toe Reinforcing = NoneSpec'd •tee) Reinforcing = NoneSpec'd Key Reinforcing = NoneSpec'd Soil Data Mtow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method teel Active Pressure = 35.0 'oe Active Pressure = 0.03assive Pressure = 400.0 Water height over heel = 0.0 ft :ooting||Soil Friction = 0.350 Soil height to ignore for passive pressure = 8.00 in Stem Construction | T°P s*«m Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0018 Toe Width = 3.00ft Heel Width = 2.00 Total Footing Widtr = 5.00 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 2nd ,• v;.i';wft,1:;!ta«^teA*iavfit-ii.3i>wKtt.M*«r stem OK Stem OK Design height ft= 2.00 0.00 Wall Material Above "Ht" = Concrete Concrete Thickness = 10.00 10.00 RebarSize = #5 #5 Rebar Spacing = 16.00 12.00 Rebar Placed at = Edge Edge fb/FB + fa/Fa = 0.592 0.901 Total Force ©Section tt>s= 1,750.2 2,781.9 Moment.. Actual ft-#= 4,474.6 8,967.0 Moment.... Allowable ft-#= 7,559.8 9,952.2 Shear.. ...Actual psi= 19.4 30.9 Shear.... Allowable psi= 85.0 85.0 Bar Develop ABOVE Ht in= 23.40 23.40 Bar Lap/Hook BELOW Ht. in = 23.40 9.41 Wall Weight psf= 120.8 120.8 Rebar Depth 'd' in= 7.50 7.50 fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight fc psi= 2,500.0 2,500.0 Fy psi- 60,000.0 60,000.0 Other Acceptable Size* ft Spacings Toe: #4@ 7.75 in, #5® 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.50 in, #9@ 38 Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr flbj structural consulting Inc. 2825 Laguna Canyon rd. Bldg C Laguna Beach, Ca 29651 tel: (949) 497-6810 fax: (949) 497-6819 Title: Dsgnr: Description: Scope: Job* Date: Rev: 510303User: KW-06077. Ver5-1.3, 22-Jun-1999. Win32 (C) 1983-99 ENERCALC C a nti levered Retaining Wall Design Page 2 h:\ec\ou-1 .ecw:Calculations Description 9'8"ht concrete retaining wall. [Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 2,183.5 3.72 8,129.7 Toe Active Pressure = 0.72 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = SeismicLoad = Total = 2,183.5 O.T.M. = 8,129.7 Resisting/Overturning Ratio = 1.56 Vertical Loads used tor Soil Pressure = 3,904.4 IDS Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Ibs ft Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe - Surcharge Over Toe _ Stem Weight(s) ~ Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component _ Total* 1,241.0 220.0 1,168.5 1,125.0 150.0 3,904.4 4.42 0.00 1.50 3.42 2.50 0.50 Ibs R.M.= i Moment ft-# 5,481.0 330.0 3,992.2 2,812.5 75.0 12,690.7 LATERAL SEISMIC ANALYSIS Site location is : Longitude -117.245 / Latitude 33.104 Ss = 1.107g ; S1=0.418g Site Class type D: Fa = 1.0 ==> Sms = Fa* Ss = 1.107 Fv = 1.0 ==> Sm1 = Fv* S1 = 0.418 Acceleration Parameters: Sds = 0.667* Sms = 0.667* 1.107 = 0.738 Sd1 = 0.667* Sm1 = 0.667* 0.418 = 0.279 Numerical coefficient R = 6.5 (Bearing wall system with plywood shear panels) Importance factor I = 1.0 > R/l = 6.5/1 = 6.5 Approximate fundamental period = T = Ct*(h)A3/4 = 0.020 (30)A3/4 = 0.256 second <0.5 — k=1.0 Design Base Shear: Vs = Cs*W Where Cs = Sds/(R/l) = 0.738/6.5 = 0.114 < Govern Cs (max) = Sd1/(R/l)*T = 0.279/(6.5*0.256) = 0.168 Cs (min) = 0.044*Sds*l = 0.044*0.738*1 = 0.0325 or = 0.5*S1/(R/I) = 0.5*0.418/6.5 = 0.0322 » Vs = 0.114*W Strength Design » Vs = 0.114*W/1.4 = 0.081*W Allowable Stress Design (ASD) Redundancy: p = 1.30 >» Vs = 0.081 *W*1.3 = 0.105*W (ASD) Rdl Part Fdl Part Vs = 0.105*( 20 + 8+15 + 8 ) = 5.355 psf WIND ANALYSIS: Basic Wind Speed = 85 mph — 3 second gust Assume transverse load direction at 20 govern: Use conservative loads Horizontal loads: Wall end and interior zone = 15.9 psf Vertical loads: Roof end and interior zone = -13.8 psf - Ignore (less than roof dead load) Overhang end & interior zone = -19.3 psf -- May reduce by roof dead load VERTICAL DISTRIBUTION LEVEL Roof 2nd Fir 1st Fir HEIGHT 18 9 WEIGHT 28 23 51 H*W 504 207 711 PERCENT 0.71 0.29 1.00 F(psf) 3.79 1.55 5.35 V(psf) 3.79 5.35 Diaphram: Ww = 15.9 psf (101) = 159 psf Gov Ws = 3.79 psf (18') = 68 psf Ud = 159 (20/2) = 1590#/15 = 106 plf use 3/4" T&G plywd w/ 10d@6,6,10 Chord: C=T= 159 (20*20/8)/15 = 530# #of 16d = 530/93(1.33) = 7.5 nails use 10 - 16d@ dbl top plate splice Shearwall Roof: Line SW21 Line SW22 Line SW23 Line SW27 Line SW28 Vs = 3.79 psf (12)(38) = 1728# Vw = 15.9 (12)(8) = 1526* Wall = 1728 Vs = 3.79 psf (20)(38) = 2880* Vw =15.9(20)(8) = 2544* Wall = 2880 Vs = 3.79 psf (8)(38) =1152# Vw = 15.9 (8)(8) = 1017* Wall = 1152 Vs = 3.79 psf (18)(40) = 2728* Vw = 15.9 (18)(8) = 2289* Wall = 2728/18 =151 plf T/C = 151 (8) = 1208* Vs = 3.79 psf (10)(40) = 1516* Vw =15.9(10)(8) = 1272* Wall = 1516/8 = 189 plf T/C = 189(8) = 1512# (2) SW24x8RF \ <2).SW32x8RF (2) SW32x8RF 14 MST37 14 MST37 Line SW29 Shearwall Floor: Line SW11 Line SW12 Line SW13 Line SW14 Line SW15 Line SW16 Line SW17 Vs = 3.79 psf (10)(40) = 1516* Vw = 15.9 (10)(8) = 1272* Wall = 1516 710 = 151 plf T/C = 151 (8) = 1208* Vs = 1.55 psf (12)(46) + 1728* = 2581# Vw = 15.9 (12)(10) + 1526 = 3434* Wall = 3434 - 2020 1414/10=141 plf T/C = 141 (10) = 1410* Vs = 1.55 psf (20)(46) + 2880* = 4306* Vw = 15.9 (20)(10) + 2544 = 5724* Wall = 5724 - 4230 1494/8 =186 plf T/C = 186(10) = 1860# Vs = 1.55 psf (8)(46) + 1152# = 1722# Vw = 15.9 (8)(10) + 1017 = 2289# Wall = 2289 Vs = 1.55 psf (12)(40) = 744* Vw = 15.9 (12)(9) = 1717* Wall = 1717 plf Vs = 1.55 psf (12)(40) = 744# Vw=15.9(12)(9) = 1717# Wall = 1717/16 = 107 plf T/C = 107(9) = 963# Vs = 1.55 psf (13)(50) = 1007* Vw = 15.9 (13)(9) = 1860* Wall = 1860/21 =88 plf T/C = 88(9) = 792# Vs = 1.55 psf (22)(40) + 2728* = 4092* Vw = 15.9 (22)(10) + 2289 = 5787# Wall = 5787/ 23 = 251 plf T/C = 251 (10) = 2510* 14 MST37 (2) SW24x10 14 HD2A (2) SW48X10 14 MST37 (2) SW32X10 SW32x9 14 HD2A 14 HD2A 14 HD2A Line SW18 Vs = 1.55 psf (19)(40) + 1516* = 2694# Line SW18 Line SW19 Line SW110 Line SW111 Line SW112 Vs = 1.55 psf (19)(40) + 1516# = 2694* Vw.= 15.9 (19)(10) + 1272 = 4293# Wall = 4293 723 = 186 plf T/C = 186(10) = 1860# Vs = 1.55 psf (10)(40) + 1516* = 2136* Vw = 15.9 (10)(10) + 1272 = 2862# Wall = 2862 710 = 286 plf T/C = 286(10) = 2860# Vs = 1.55 psf (7)(46) = 499# Vw = 15.9 (7)(9) = 1001* Wall = 1001 714 = 71 plf T/C = 71(9) = 639# Vs = 1.55 psf (20)(24) = 744# Vw =15.9 (20)(9) = 2862* Wall = 2862 Vs = 1.55 psf (20)(24) = 744# Vw =15.9 (20)(9) = 2862* Wall = 2862 7 24 = 119 plf T/C = 119(9) = 1071* 14 HD2A 14 HD5A 14 HD2A (3) SW16x8x4 14 HD2A U4/21/2009 13:58 FA1 948 770 0570 KENNETH BROWN CO @002 H&it KmjlHcerluii, inc. CIVIL, GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING CLIENT: CLARK PROJECT: CLA209-U DATE: 4 MARCH 2009 MR. DAVID CLARK C/O KEN BROWN ARCHITECT 22996 El Toro Road Lake Forest, CA. 92630 Subject: Soil Update for the proposed construction for a Single Family Residence located at 2732 Cazadero Drive, Carlsbad, CA. (APN: 215-400-06) Reference (a): Our Preliminary Soil Investigation Report dated 14 August 2006, (Cavanaugh Residence - Cav 1205-inv) Gentlemen: Pursuant to the requirements of the City of Carlsbad, we have completed our site inspection and our review of Reference (a) for the subject parcel. On 2 March 2009, a representative from our firm visited the site in order to evaluate the general surface soil conditions relative to the proposed construction. Based on our visual inspections and observations in the field and our review of Reference (a), the following conclusions were derived: Other than minor erosion, the general overall surface soil conditions do not appear to have changed significantly since the preparation of Reference (a). It is our opinion that the designed pad area may support the proposed residential structure and the conclusions and recommendations found in the Reference (a) shall be considered still valid. However, Reference (a) shall be modified to reflect any updated provisions that pertain to this project as set forth in the 2007 California Building Code. No geotechnical conditions were encountered which would preclude the development of the site. All grading shall be performed in accordance with the recommendations found in Reference (a) and the City of Carlsbad Grading Ordinance. SEISMIC DESIGN For seismic design purposes, the "Site Class D" can be used for the soils underlying the subject site, and the procedures outlined in the 2007 California 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92081-5471 Ph; (7<SOM*5-31 jff Eftx:i0l&} 94fc422 04/21/2009 13:58 FAI 948 770 9570 KENNETH BROWN CO Cla209-u Building Code, CBQ (Sections 1603-A and 1613-A - EARTHQUAKE LOADS) should be used for calculations of the seismic coefficients for structural design. The civil/structural engineer should consult with the project geotechnical consultant if additional geotechnical information is needed for the seismic design. No active faults are known to exist within or near the site. The Rose Canyon Earthquake Fault (Type B) is located approximately more than 10 kilometers from the site. The property is not located within an area designated as a special studies/earthquake zone under the Alquist-Priolo Earthquake Zone/Special Studies Act. SEISMIC FORCES ON RETAINING WALLS Instead of using the full peak ground acceleration, kj, . S DS/2.S as specified in the 2007 CBC Section 1802.2.7 (page 126), a 50 percent reduction from the Ml peak ground acceleration as recommended in the County of Los Angeles, Department of Public Works "Manual for Preparation of Geotechnical Reports'* [revised December 2006, pages 51 & 52] can be used. The modified/reduced peak acceleration for this project site is: k* = [Sos/2.5] x 50% kfc - 0.780/2.5 x 50% - 0.1560 [ratio of the gravitational force, g] The modified lateral equivalent fluid pressure (EFP) due to earthquake ground motion is: kh Yt x kb « 125 x 0.1560 - 19.50 pcf Note: The "seismic" EFP has an inverted triangle distribution. The point of application of the resultant force of the seismic EFP [or dynamic thrust/seismic load] is located at about 0.6 H (H = height of retaining wall) above the base of the retaining wall. The above calculated "seismic force" can be used in addition to the "static*' active or at-rest earth pressure, which has a "regular" triangle distribution with the 2 t$l I-A SO. MELROSE DRIVE #285, VISTA, CA 92081^5471 Ph: (760) 945-3150 Fax; (760) W5-4221 04/21/2009 13:59 FAI 949 770 9570 KENNETH BROWN CO 5S004 , inc. Cla209-u point of application of the resultant force located at 1/3 H above the base of the retaining wall. Other conclusions and recommendations contained in Reference (a) are still valid and should be followed, as applicable. The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included hi the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, Stephen B. Peter RCE 38623 Expires 3-31-09 3 1611-A SO. MELROSE DRIVE #285, VISTA, CA92081-5471 Ph: (760) 945-3150 Fax: (760) 945-422! 04/21/2009 13:59 FAI 949 770 9570 09/'82/208Q 10:41 760434743B $<sp 02 08 10383 Jack Cavanaugh 3/15/2*05 23; "5 76-0*454321 KENNETH BROWN CO REMAX BY THE SEA 8495690545 B « ilioos ei CLIENT; CAVANAUGH PROJECT: CAV 1M5-INV DATE: 14 AUGUST 2006 MR. JACK CA VANAUGH 33282 Go3<kii Lantern, Suite 1 02 Dion Point, CA. 92629 Subject: J*ta*^0««*^Construction for tiw t«t l«=«i«d on C6»MkK>Pnv«,CMlsb«dBCA. (APN: 215-400-06) DearMr.Citv«wugh: . Pursuant to you* ttsqu<eati we Ijav* completed our fmltiaaaiy SOUS love«i»rtii»j &rlfae subject site. The puxpo» of itolbnwfigite» was to detannine the gowna trngineerii^ ohs^^ the site and to provide specific ttoooHi»«ida(tions jfor the design piremeterafi*. Mi8te of *« construction of akvalpadforto* of • sktgie/tw stoiy, wood femwd^ «wcco «ype wsideaitial sstawtm*. SITE cowt»rrioNS The subject ahe is located tpptoxiraateb' 13 miks «aat of El Camfeo Seal on Cizadwo I>riva ro Carlsbad. The property J* bounded on it* IIOT5'filst J>|! west by existing srngt* ftro% rtaidenees, on the soulfc by Cwwtoco Drive, The site topoawrfiy consist* of * *3 oping lot fell ing to tta jw«th * tpproKUwttdy 15 At th« time, of ifate invcrtigstio*^ .tfae lot ted a fc* trees «ad was covered with low- lying grawe» and native vegset«lSan- FIELI> AMD LABORATORY TESTING On 28 JHO* 2006, » fidd inveatigation vw periforroed M the subject sits. This investigation conaifiCftd of the wccavaiion «f 2 test plisdugMtbabecMioe- Loortiotft of these teat hol*» «r» ihowo on Ae Pli^t Pteo, Eoelosio* (1) «(Ml the^ detailed Logs of the Test PiW are presented on Enclosure (2). 04/21/2009 14:00 FAI 949 770 9570 09/02/2638 16:41 7664347490 KENNETH BROWN CO REMAX BY THE SEA @006 PAQE 02 Sap 02 08 10.38B 23: 4& Ctv«n*U8h 7SM4B4221 9485990642 Cav 1205-inv As the testptt* were advanced, the toil* wet* visually classified tywr assistant field cnsfowr. UndJjturi?*! tad bulk *a*ipl*8, « weU as finfbw djr <sity test*, were olrtfttoed at various depth* representative of the different soils horizons. AU samples were retutttftd to oir lalxwaftwy for drtftlted teatSog, Result* of tbe ta-place oompactiai tesfc, the MaxSattrtftDiyDeDsiiy Test $ ft>r ihe various soils sample* and ih* Expwwion Potential Test results are pt%sonted on Enclosure (3), Th«s« t»aiwkis w«e «as» tested &r Shearing E«MsioHiire (4) and for sulfete content, Encloaate (5). Sheer tests were made wttti a direct sheer machine of tbt strain control ryp* in wbi«sh the tate of main la 0,05 tochcs per minute. Thft nadhSiiB is so designed tfiatlwteiit^1>e|M6ribiniao^ ^*^ M, Sataratod, remolded speclmw* were sqbjected t» shear w»d«r vit.ous loads. Expansion to*» w«« perfcwroed w typioftL ape«m«in» of natutil soils. TTbw* tewa w«re pearfonued in accordance with lh» pzveednxvs wtJfrted in the ASTM Test Manual. A» indicated by OBT Test PitLog^ Enclosure (2X ** ^ is und«rlftm wjtb approximately 12 inches of loose to dense topsoil material consistiog of diy f J» swidiyftUtMdtti some roots, Und«rlyni«l:hetop»t^inrteridsflrBi^ Deposit trwomals ccmsasting of, dxy, dense to very dense, reddidt berown fine to tnediuin silly sand. GEOLOGIC HAZAR0S Acconiing to published information, there «xe po knorwn active or potentially active fruits on or in die immediate vicinity of the subject: site, the potential for ground rupture at this wte is considered low. There are, however, several finilts located within * dose proximity to this site that fie movement associated w^A them could c«iise significant ground motion. The foiicwjng table presents the distance of major faults from the she, the assumed maximum credible earthquake magnitudes and estimated peak accelerations anticipated at the site. The probability of such an earthquake occurring during the lifetime of this project is considered low. The severity of ground motion iv not anticipated to be any greater at tins site then in other areas of Swi Diego Ccnitty. \6U --547! 04/21/2009 14:01 FAX 949 770 9570 89/02/2888 10! 41 7664347466 KENNETH BROWN CO REMAX BY THE SEA @]OQ7 PAGE 83 02 OB Jaok Cgvaneugh 8485990542 p,4 23:45 Cav 1205-fciv SEISMICTTV FAULT/TYPE Rose Canyon (B) Scgj(B) 47 mi, 71 mi. DISTANCE MAOHITUDE(RIOTim} fBD*wr i 10km «•* ** The JbUowins i3Kfonnatt<m Sa p«»i«med fdtaive to ill* sid^ ect site aad SmmJc Zone 4 per the California Bufldiflg Code, C-S-C.: Table 16Seismic zone feotor - 0.4 New-source fector=J-0 (B) S«tBraic»ouCTjelype»B (So) Soil proJ51* type -Sc (Ca) Sftismic coefficient « 0.44 Na (Cv) Seismic coefi5.cie«j*»0.«4Nv (Nv) Keat source fiwjUff » 1 *0 UQUEF ACTION POTimiAL Table l«A-U Table IfiA-J Tftb1el6A-Q Til>?el6A-R Table 16 A-T analysis of the wilt umtertylng the site w» Iwsed on the considetation of various f*ctons whlcih iaclud* the water level, seal type gradnion. rtlative density, intensily of ground shaking and duntiaa of shaking Liquefectkm poteutiaj has beea found to be the giwirteat «*)«» the ground wiiseir kwdi» shallow and loose fine sMi<te occw whhia a dep& of 50 feet or le». Tkwae conditions eie not present withm the site area and, thejBfftjre, the potentiaJ foi; genertaiized iique&ctioo in the event of e strong to mcxicrate earthquake on nearby fexills is eonsidexed to be low. CONCLUSIONS AND RECXWaMENDATlONS Based on field data Bad our laboratory torts results, the following CoDtcluBJontand lUcottune^ conjunction with the Grading md Buitding PlftUS- AJI gntdinj shall be performed in Accordance with the applicable ing specifications contained in this report and the City ol Carlsbad Grading Ordinance. i«u^saMi%Ju^ti>Kjro 04/21/2009 14:01 FAX 949 770 9570 ie: 4i ?&043474ee KENNETH BROWN CO REMAX BY THE SEA ilOOS PASE 84 Sep 02 08 1058ft Jeait Cavervaugh 76B94B4221 949699064? B B B ENKINESRIH© Cav 1205-rav On the baali of our tavestiga*t<m, development of the site as proposed fs considered feasible from a soils engineering standpoint provided that the mxOTUTKwiations stated herein aw fciewptwaied in the design of fowndatioo systems and are implemented to the field Site preparation should begin wW» the removal of any trash, debris, and other deleterious matter These material, as well as vegetative matter, are not suitttbkftyr use in atrocmmlSUsimdsh^dbt exported ^mUie site. Al8O,emy subsurfiace structures such as cesspook, wells, of abandoaed pipelines, tvfaich are uncovered during the grading operation, shall be removed or backfi lied in aocxmiance with the wsquirernonts of the City of Carlsbad. All on-stte earth jtjattriali are considered suitable £br the support of the proposed structures. However^ prior t» placing fill, 0ne loose topeoit tnatenals occutrittg ixt the area of the proposed house pad shall be removed to a depth i*fe.ere firm* dense native aoib eie encountered. The depth of removal is ftfitidpated to be approximately 36 inches below the existing swiioe. This can be accomplish^ during the rough grading operation and/or by over-excavating the -upper 24 lushes , tipping the exposed bottom swrfiace to ft minimum depth of 12 inches, and recompacting tbc soil to the design grade, tfi the event that the finish grade soils expose A transition lot condition ie, a cut/611 daylight line through the proposed structure, the cut portJon of the hoise pad shall bft over-excavated and r»ctirop«:texltoadepithof3 feet below the finished grade, The limits of ov«-«xcavation shall extend a minimum of 5 feet outside of the perimetor building foundation*. This win provide a uniform fill blanket for an even support of the structure and will help mitigate the effects af differential settlement In general, the site surface materials were found to have a very lew expansion potential (!«•' expansion index =- 4) according to our Expansion Index Test results. Enclosure (3). Therefore, no additional foundation or stab requirements are considered necessary in regard to soil expulsion. It b that the building footings may experience less than 1 inch settlement with lea J than W, inch differential settlements between adjacent footings of similar sizes and loads. Foundation designs shall be verified and'or evahxated for the finish grade soil* exposed following rough gradine, Fowidaticm* shjdl be sixed and 04/21/2000 14:02 FAX 949 770 9570 09/02/2000 10:41 7604347480 Sop 02 06 10;3£te Jack Cavwwuob KENNETH BROWN CO REMAX BV THE SEA 9436680542 B $ B (2,000 Pfm 05 Cav 1205-inv constructed in accordance with tbe Sttuctatal Engineer's derign, based on the pressuf»8 and the allowable bearing values listed b«tow» along with titic expected Hvi and dead loads, and the projected wind and sefemic loads. All structural fill shall be compacted to at least 90% of the maximum dry density at near optimum moisture content as determined in accordance witb ASTM Test Procedure D1557-91 or Wjiiivai«fl,t Site drainage shotjd be dispersed by aon-erodiHe devices In a manner to preclude coneeotrated mnoff over graded and natural areas in aecordaoce with the City of Carlsbad requirement*. All grading and/or foundation plans &haJl be reviewed by the Soli Engineer. FOUNDATIONS For foundation design purposes, the following earth preBawrea wave calculated based on our Sbtar Test Results (Enclosure 4) from test pit #1 at a depft of 2 to 5 feet below tbe existing suf ftice and based on a foundrtuon dspfli and width of 12 inches; Building Foundation Hcalgii Param«Urs: Allowable Beartng Value = 2500 psf Equivalent Fluid Pressure « 40 pcf Passive Lateral Rensta»ce « 400 pcf At-Rest Pressure = 60 pcf Coefficient of Friction = 045 Expansion Index * 4 (Very Low) These values are for dead plus live loads and may be increased by one-third (1/3) forsetsmte and wind loads whert allowed by code. These design bearing are in accordance with tbe California Building Code, The surface soil was tested for sul&te oontenf by Oarfctoi* Laboratory and Supply, Inc., on August 1, 2006. The results of this test indicated that tine v«er solnbla sulfate content of the *oll nvas fouoxd to contain 0.00 1% per Califonia Test 417 (ace Enclosure 5) Due to this negligible test result, additional nxxjmmendatsons «ns jjot considered uecessary for soil corrosion, Typo H ahall .be utilized for all concrete placed at the site. 04/21/2009 14:0.3 FAI 948 770 S570 09/82/2808 10:41 7684347400 S«p 02 08 10:368 Jaok Ctamnauph KENNETH BROTO CO REMAX BV TWE fiE» 8496390642 B « PASE C«v 1205-inv RETAINING WALLS An equivalent fluid pressure of 35 pcf may be used for design of retaining i^lswli*ifev«lbadc^ftna55jprf^ Ifcese figw* we based on a drained condition and me of 'granular backfill having * send equivalent of 30 or $rt*J»*. If the native soil* are used AS backfill, the eqa*vri«tt fluid pressure of 40 pcf (level) and 60 pcf (2H:1 V slope) for active condition* aod SO pcf (Icrvel) and 70 pcf (2HU S V sloping) for at-r*3t ooixlib'ans can be used. Forth* design of a unrestrained retaining wall, sueh M ft catnti lever wft 1, the active earth prtssurt may be used. FOT a r«strsrfa«d retaining will, such as fi b«36jn«nt wail or retrained wall comers that arc not free to rotate (and canoe t undergo Die movement required to develop the active conditions), fixe at-reat prtwure should be used Thi» must be determined by the design oSvil/rtructural engineer. TUe retaining wall ^ould be piowdi^ \vrft a subdTBin system Optior 1 tilftr backfill}, a "bumto" type lubdfaic system consisting of A 4-inch diameter perforated pipe, FVC, Sdiedule 40, ABS SDR35, , surratuidied whh one cubic foot par foot of 3/4-inoh sixec crashed rook -which it entirely wrapped with a fitter tabric, MirafII40NCV or equivalent can be used. The wrapped 'filter &bric should be overlapped 4 minimum of I2-inches en Option 2 (native earth malarial backfill), a ^chimney" type subdnun iliould be installed. The "chimney" type subdram is similar to the "brwrrito" type subdrain, with the addition that the crushed rook portion («bout i2~taches wide at the bottom) is to be extended Tip to about I to 2 feet below the top of the rot xiiwng wall agftititt the bacK of the wall itea. An equivalent badutatia flystem such es AQUAJDRAIN 1 0 Subsurfeco Drainage Coropositc and AQUADRAIN 10013D High-Flov., Based Drainage Composite or Miradraiti 6000 or 6200, Piwperoutletting must b« provided for the $ubdralji. The Installed subdram must be inspected and approved by the City inspector and/or the geotechnkal consultant prior to buckfiUiog behind the nsteinlng w«ll. Unleas ft proper subdraln system i» provided, a higher eqwtvia«rt fluid pttnvft (to include potential ^ vwer pressure) must be used <br design. 6 04/21/2009 14:03 FAX 949 770 9570 09/82/2008 10:41 7&ei3«!74B0 Step 02 08 1£MQE Jack Ctv»nauote S8/16/2I30& 33! «5 KENNETH BROWN CO REMAX BV THE SEA 9488890642 8 * * @011 PAGE 0? p.8 e7 Cav 1205-i»v BaMng Foundations shall be sized and constructed itt accordance with the nrccwnmendfltjons found in tfa* letter peat of this Report. For foundation <fcsl/gn purposes, «a allowable bearing steaigth of 2500 psf may be assumed for &1J continuous or spread footings founded, In dense native soil* compacted to 90% nafctfv* compaction per ASTM D 1557-91 It is reeonarneaded that the comtnuoui perimeter fowixlations and concrete slate for A Ii«Ht weight wood-ftamftd structure shall be rtinfbrccd in accordance with the following oiintnuuc designs: A. The cootinuous perimeter foundfiiioas shaH «xtftwi ft minioium deptft of 1 8 inches and a minimum width of 15 inches into the compacted fill soils for * tw story structure and a minimum depth of It inches wad a nuawwim width of 1 5 inch wfm-e single story. The ooctinuoue foundaticros shall be f einforoed wittv at least fimrNo. 4 steftl bars, two bars shall be placed 3 Undid)} from due top of the fbmdatim and the other bars sh^l be placed 3 it«li«s^ra the bottonv Afian alternative tothe 4 steel bars, th» <x»nttactODr i»«y substitute two No. 5 8t«el b:an», ope top ami one bottom. b. Footings which span from native out material to compacted fill soil!;, when applicable for & transition lot, shall be reinforced with *. minimum of one additional No, 5 steel bat top and bottom to control potential differential movement extending 1 0 ffeet on cither aide of the daylight line. No. 3 rebar ties at 12 Inches on center shall be used for the construction of tfais grade beam to telp control potential differentia] c* Footings placed on or adjacent to the top of cut or fill slopes fth«U Jbave a minimum horizontal distance of 7 feet fium the bottom edge of the footing* & tie face of the slope, for slopes less than 20 feet in height. For slopes greater than 20 fret, a horizontal distance of H/3 shall be used where H •> height of slope, but need not exceed 40 feet maxUnum. (See attachment A) A, AJ1 concrete slabs shall be & minimum of full 4~inches in thidooess,, and reinforced with a minimum of No. 3 steel tflbars at IS-imushes on center botib ways and placed in tike center of tibt slab. The steel bars shall be wire tiled to the perimeter foundation steel and bent downward into the foundations at 1 S-indiea OR cqnt^r to a depth of l-inches fiom the bottom. In order to minimize vapcr 04/21/2009 14:04 FAX 949 770 9570 09/02/2B88 10:41 7G04347400 KENNETH BROWN CO REMAX BV THE SEA 11012 PAQE 88 Sep 0£ 08 10:41e 23:15 drftnaugb 7&«9«S«21 B a B p.8 PASE as 1205-iav the Building Pleiv . Interior cc«ic«te dab* shall be provided vritb s*w-wrt Joints *«** fiwt «* B**^ ««h w^ within 24 hours i «te A« ' pour and the It U e. system anyund the proposal structure m^wieposl^ dmrvage my ficmaH ^Mogs Lnm»ionil»» liw wbgmde soils baneaihtfcp building foundations and slabs, f Exterior slabs lor bucdscape, pool dedb, founded on a minimum of 4 MMB of aoB-wtpwter** cows* «aii4 shall be granite or crashed rock. Thes* slabs shall be aadniraum of 4 teohea m thicktieas andrelnftw^withareinfoidng aeeUMl be placed In the «pp« 1/3 of th» slab and held in pJac« concrete If imported soil materials are wad Airing grading to bring the buUdfaiiS pad to the design elevations* or if variations of soils or building locations are encornrtRrtd, foundation and slab Mgps ahall be *eevata»tad by our firm «3*«A the completion of the rough grading operation, LIMITATIONS AJCD WWIFOItftflTy OF CX3JWITIO3NS The acaOytis and reconucmendations submitted in tiWs Report «r* baaec inv - . * ^ .. . . «. . *.t e j *A->. — 4«i < ow ««p«]R*Rce and judgement Th» nature trad eartwnl of variations between te&t pits aijay not bewwjc evident until construction. If variations then aflpeiir evident, it will be necessary to nHEwaUtate fee tBoonjmraftdaiiatt» of this R*f»ort Findings of ihe Report are valid as of this date; however, changes in conditions of & property oau occur with passage of time whether they be dw> to natural process or works of jomm on this or adjacent properties- In *d<!lti<m, changes in applicable or appropriate standards occur whether titey result frcm legialattoa or broadening of knowledge. Accordingly, firulings of this Rept'H may ft ,Vl!T^ 04/21/2009 14:05 FAX 949 770 9570 KENNETH BROWN CO Si013 69/02/2606 16:41 7604347406 REMAX BV THE SEA PAGE 09 Sep 02 OB 10:418 Jack Csvinauflh 94SS9S0542 p.10 % ik B 6MSINEERIMS F^SE. 01 afne Cav 1205-inv be invalidated wholly or partially by changes outside our control Therefore, ;fcis Report is subject to review mad should not be relied upon after a period of otte yew. la tine event that any changes fit the nature, design, or location of bwfldjngs are planned, the conclusions and recommendations contained in this Report sliall not be considered valid unless the change* arc reviewed and Hue conclusions of this Report are modified or verified in writing. This Report is issued with the understanding tfoat it is the naporuribility of the owner or of his representative to ensure that the information and the recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans, Further, the necessary steps shall be taken to ensure chat the contractor and suboontraoton cany out such [t is recomrnendedtfaat our Eu^iiiwer be provided file opportunity for a mview of the final design plans and spociflcMions for this project in i that the necomraendations of this report may be properly interpreted and trnpiememed in the design. It is also recommead«d that Die Soil Engineer be provided the opportunity to verify the- foundation, and slab construction in th< * field prior to placing concrete. (If our Eoginaer is not accorded the privilege of making these reviews., he can assume no respaowfhiJhy for misinterpretation of his The Eajpaeer h*& piepared fluis Report ferth*exdurivBiM» of fee client and authorized agents. This Report has been prepared in accordance v?ith generally accepted soil and foundation engineering practices* No other warranties, efthec expressed or implied, are made xstbljbte; profisasional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you h&ve an^qUestions. regarding this project, please da not faesitate to contact us. 18623 04/21/2009 14:05 FAX 949 770 9570 83/82/2086 10:41 7684347408 KENNETH BROW CO REMAX BY THE SEA i!014 PAGE 18 APPROXIMATB LOCATION OF FIELD EXPLORATORY TEfiT p)T PI 04/21/2009 14:06 FAX 949 770 9570 09/'02/2008 IB: 41 7604347400 Cavwwugh KENNETH BROWN CO REMAX BY THE SEA B015 11 p.12 B 3, E itMrif Cnqlitceriitft, file EXCAVATED:.,. LOG OF TEST PITS ftACKHOE,. PIT DIMENSIONS IN FEET W - 2' SURF AGP aCVATlON IN FfiFr CLJQUT: CAVANAUQI-? PROJECT:. D-8' DATUM MEAN SEA LEVEL TP-1 TB£TO*TA: M- C -C (PIC) TUP SOIL TERRACE DEPOSITS 10 16 BftOWN SILTY BAND WTTH . DRY. D€NSE RBXHSH BFtGfWVH FIMC TO MEDIUM SH TV SAND WITH ROCK FFtA^MIENTS DRY, VERY DENSE BOTTOM OF TEST PfT AT *' NO WATER-NO GAVINS PIT CHMENSION IN FEET W SURFACE ELEVATION IN IfoT TlltRACE DEPOSITS 10 16 s POROUS, 0«T, REDO1SW BROWN FINE TO MEDIUM SI LTY SAND WITH ROCK FRAGMENTS DRY, V6«Y DENSE SEMI REFUSAL BOTTOM OP TEST PIT AT 4 NOWATER-NOOAVJWG 04/21/2009 14:07 FAX 949 770 9570 89/02/2036 IB; 41 7604347406 02 08 10:43* Jar* 80: 64 7689454221 KENNETH BROWN CO REMAX BY THE SEA W95990542 B016 PAGE 12 p. 13 E & E p r-i (client JACK CAVANiAUGH Protect CAV1205 Date AugiwMJ* ite. 1 2 -JLr » leaf MB y&pG «W2«W» gglS/DB.. IMLMMto TfiSLPFT-l T^fTRT-1 mvMMMMI T«K T 9* 7 _SS*J5ffil_ A A A * ISwCwito'.war 1Q6.-4 118.3 116.6 MMWium 12&5 125J5 12B.6 CKXfMf^AQj^N CUKVK ^AfA P71OW ft, REDDISH BROWW f IME-lliWUM 9H.TY SAND i ii nil n Bf»Atff|fi|j . (EXPANSION INDEX -4 (VP*V LOW BXPANSlpfJ FdTHNTtAl) TP-1 O ?'-ff A- TJOMPACTJION AND EXPANSIOON TEST »AT^ «HlMul».%~WH 10.2 111 ft? Oft 12.0 120 «QBntJHE% 12.Q... . lteMM» OeripWUor fiO _. _. Wipt No. Mfvovufi biijy MBNSHTIY tocft 126,9 IPOTBtTlAL •146-MmteBte •1-18D ^ Mlgft 1J1+ = CrRM BICUOSURIIC3) 04/21/2009 14:07 FAX 949 770 9570 09/02/2008 10:41 7504347480 02 OS 10:43* Jaok 2000 c 1800 tK 12QO CO I S800 w 400 7689*54221 KENNETH BROWN CO REMAX BY THE SEA ft B EN3JNEERINS 4 Ob 830 B017 PAGE 13 PASS 1200 LOAD 1600 2000 SOIL TYPE •8OR1W6 NO.0£PTH {ffl MtOISTUWC COHESION (PSfJ i£ Euuiaccrbfs, SWWTUWt t*m>tffl*N9 SHEARING STKENQTH TEST 04/21/2009 14:08 FAX 949 770 9570 09/02/2808 18:4.1 7604347406 Stp 02 08 10.44s Jack Cfavansutf* KENNETH BROWN CO REMAX BY THE SEA @ 018 PAGE 14 9496990642 P-16 425~1»»3 Pax 425-7017 KutatollBhod 192* CL&UKSOK LABOBATORV ARD E U P B L Tt I » C. 3 SO Tx>«ra*dai* DC. Cbnla Vi«-t», C*. 91910 w*»*r.al*arle»O!nlab.oo» AMAtYTICAL A » 3 COKSU1.TIKG CHEMISTS D«.t*r Ptmd»£«&«« Aooonat 1, 2006 r MU»b*r. »«JTO>»rr 849B4 To: Vixfca, CX 920B1 P. fi««rd : SOI 533 OB« soil AM^I* «««Kl»»«| on 07/88/06 t«fc*n froth CKIT 1205 1SV navlcAd as follows ; Soluble- Sulfate 90.% 0,001 04/21/2009 14:08 FAI 949 770 9570 . 89/82/2088 IE); 41 7&0434740C f»p 02 OS Jack fier*irwu0h KENNETH BROWN CO REMAX BY THE SEA E fi B i!019 PAOE 15 p.16 PAGE 87 nouns tw-i-1 E 1STCODEO R KL S Energy Code Works, Inc. 2005 Title-24 Residential Energy Standards Compliance Report Project: Clark Residence 2732 Cazadero Drive, Carlsbad, Ca. 2600 Michelson Drive, Suite 1700 Irvine, Ca. 92612 CEPE Certified Energy Plans Examiners www.eneravcode.com plans@eneravcode.com CHEERS Certified HERS Raters Compliance Summary Project: Clark Residence 2732 Cazadero Drive Carlsbad, Ca. Building Shell: Framed walls: R-13 blown-in insulation Concrete wall/basement level: Concrete with R-5 insulation w/furring Ceiling/roof: R-30 blown-in insulation Windows: Dual pane/non-metal framed/no tint French doors: Dual pane/non-metal framed/no tint Thermal Mass: Basement concrete walls thermal mass HVAC: Minimum heating effic: 80% AFUE Minimum cooling effic: 13.00 SEER Water Heater: (2) Takagi tankless water heaters with an energy factor of 84% What you need to do: Sign the building designer statement on the Certificate of Compliance where indicated. Submit (2) copies of this report. Place the Certificates of Compliance (CF-1R) and Mandatory Measures checklist (MF-1R) sheets on the plans using .tif files inserted into the CAD drawing files. 2/18/2009 Page 2 TITLE 24 REPORT Title 24 Report for: CLARK RESIDENCE 2732 CAZADERO DRIVE CARLSBAD, CA Project Designer: KENNETH G. BROWN & CO. ARCHITECTURE 22996 EL TORO ROAD #113 LAKE FOREST, CA 92630 (949) 770-8550 Report Prepared By: MARK MADISON ENERGY CODE WORKS 2600 Michelson Drive Suite 1700 Irvine, CA 92612 (800)700-0131 CABECCaltftmlateodaUoii of B»M«j Entity Cms»»a»B CERTIFIED ENERGY ANALYST Mark Madison Residential #R05-08-717 Nonresidential NR05-0-772 Job Number: 203996 Date: 2/18/2009 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. EnergyPro 4.4 by EnergySoft Job Number: 203996 User Number: 1562 TABLE OF CONTENTS Cover Page Table of Contents Form CF-1R Certificate of Compliance Form MF-1R Mandatory Measures Summary Form WS-5R Residential Kitchen Lighting HVAC System Heating and Cooling Loads Summary 1 2 3 7 9 10 CABEC California Association of Building Energy Consultants CERTIFIED ENERGY ANALYST Mark Madison Residential #R05-08-717 Nonresidential NR05-0-772 EnergyPro 4.4 by EnergySoft Job Number: 203996 User Number: 1562 Certificate Of Compliance : Residential (Parti of3) CF-1R Cl ARK RESIDENCE 2/18/2009Project Title 9739 CA7ADFRO DRIVE Project Address ENERGY CODE WORKS Documentation Author EnergyPro Compliance Method CARI SRAD TDV Standard (kBtu/sf-yr) Design Space Heating Space Cooling Fans Domestic Hot Water Pumps Totals Percent better than Standard: 4.62 1.05 0.42 4.45 0.00 10.54 Proposed Design 2.39 1.52 0.39 2.94 0.00 7.23 (800)700-0131 Telephone CA Climate Zone 07 Climate Zone Date Building Permit # Plan Check/Date Field Check/Date Compliance Margin 2.23 -0.46 0.02 1.52 0.00 3.31 31.4% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Building Type:(xl Single Family LU Multi Family Building Front Orientation: Fuel Type: Fenestration: Area: 982ft2 Avg. U: Ratio: 16.0% Avg. SHGC: BUILDING ZONE INFORMATION Zone Name CD Addition D Existing + Add/Alt (S)180deg Natural Gas 0.55 0.66 Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: Floor Area Volume #of Units FAU/AP.fi 135 Zone Type P.onditinnsrl Thermostat Type Sathar* 6,135 ft2 n/a ft2 oft2 3,385 ft2 9.0 ft 1.00 2 Vent Hgt. Area OPAQUE SURFACES Type Frame Area Insulation Act. U-Fac. Cav. Cont. Azm. Tilt Gains Condition Y / N Status JA IV Reference Location / Comments Wall Wood 360 0.103 Filled R-0 0 0 90 Wall None 600 0.174 None R-5.0 180 90 Wall None 400 0.174 None R-5 0 270 90 Wall None 400 0.174 None R-5 0 90 90 Roof Wood 200 0.033 Filled R-0.0 0 0 Wall Wood 707 0.103 Filled R-0.0 180 90 Wall Wood 576 0103 Filled R-0 0 0 90 Wall Wood 533 0103 Filled R-0 0 270 90 Wall Wood 515 0.103 Filled R-0.0 90 90 Roof Wood 2,800 0.033 Filled R-0 0 0 0 Wall Wood 329 0103 Filled R-0 0 180 90 Wall Wood 310 0103 Filled R-0 0 0 90 Wall Wood 425 0.103 Filled R-0 0 270 90 Wall Wood 413 0.103 Filled R-0.0 90 90 Roof Wood 715 0.033 Filled R-0.0 0 0 I = == = = = = — New 09-A14 RASFMENT LEVEL New 13-F5 BASEMENT LEVEL New 13-F5 BASEMENT LEVEL New 13-F5 BASEMENT LEVEL New 02-A16 BASEMENT LEVEL New 09-A14 MAIN FLOOR LEVEL New 09-A14 MAIN FLOOR LEVEL New 09-A14 MAIN FLOOR LEVEL New 09-A14 MAIN FLOOR LEVEL New 02-A16 MAIN FLOOR LEVEL New 09-A14 2ND FLOOR ZONE New 09-A14 2ND FLOOR ZONE New 09-A14 2ND FLOOR ZONE New 09-A14 2ND FLOOR ZONE New 02-A16 2ND FLOOR ZONE Run Initiation Time: 02/18/0910:30:37 Run Code: 1234981837 EnergyPro 4.4 by EnergySoft User Number: 1562 Job Number: 203996 Page: 3 of 10 Certificate Of Compliance : Residential (Part 2 of 3) CF-1R CLARK RESIDENCE Project Title FENESTRATION SURFACES # Type Area U-Factor1 1 Window 2 Window 3 Window 4 Window 5 Window 6 Window 7 Window 8 Window 9 Window 1 0 Window 1 1 Window 12 Window 1 3 Window 14 Window 15 Window 16 Window 17 Window 18 Window 19 Window Rear Rear Rear Rear Rear Rear Rear Front Front Front Rear Rear Rear Rear Left Right Right Right Front (M (N) (N) (N) (N) (N) (N) (S) (S) (S) (N) (N) (N) (N) (W) (E) (E) (E) (S) 24.0 24.0 24.0 24.0 48.0 48.0 48.0 93.0 2.0 48.0 24.0 24.0 1280 48.0 67.0 48.0 48.0 39.0 48.0 0.550 0.550 0.550 0.550 0.530 0.530 0.530 0.580 0.550 0.530 0.550 0.550 0580 0.530 0.580 0.530 0.530 0.580 0.550 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 116-A 067 0.67 0.67 0.67 0.65 0.65 065 0.65 0.67 065 067 0.67 065 0.65 0.65 0.65 0.65 0.65 067 Date True Cond. SHGC Azm. Tilt Stat. Glazing Type 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 116-B 0 0 0 0 0 0 0 180 180 180 0 0 0 0 270 90 90 90 180 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New 90 New Fixed Pane/Dual Fixed Pane/Dual Fixed Pane/Dual Fixed Pane/Dual FRENCH DOORS FRENCH DOORS FRENCH DOORS Dual Pane Operable Fixed Pane/Dual FRENCH DOORS Fixed Pane/Dual Fixed Pane/Dual Dual Pane Operable FRENCH DOORS Dual Pane Operable FRENCH DOORS FRENCH DOORS Dual Pane Operable Fixed Pane/Dual 2/18/2009 Location/ Comments BASEMENT LEVEL BASEMENT LEVEL BASEMENT LEVEL BASEMENT LEVEL BASEMENT LEVEL BASEMENT LEVEL BASEMENT LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL MAIN FLOOR LEVEL 2ND FLOOR ZONE 1. Indicate source either from NFRC or Table 116A.2. Indicate source either from NFRC or Table 116B. in i # 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 cmwri MINU CA I crciurt c Exterior Shade Type Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bug Screen Bya Screen Bug Screen Bug Screen >nMuiNo window Overhang Left Fin Riaht Fin SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Type (sf) (in.) Cap. Cond. R-Val. JA IV Reference Concrete, Heavyweight 600 Concrete, Heavyweight 400 Concrete, Heavyweight 400 8.00 28 0.98 0 8.00 28 0.98 0 8.00 28 0.98 0 13-F5 13-F5 13-F5 Condition Status New New New Location/ Comments BASEMENT LEVEL /Exterior Mass BASEMENT LEVEL /Exterior Mass BASEMENT LEVEL /Exterior Mass PERIMETER LOSSES Type Length Slab Perimeter 75 Slab Perimeter 75 Insulation R-Val. Location None No Insulation None No Insulation JA IV Reference 26-A1 26-A1 Condition Status New New Location/ Comments BASEMENT LEVEL MAIN FLOOR LEVEL Run Initiation Time: 02/1 8/09 1 0:30:37 Run Code: EnergyPro 4.4 by EnergySoft User Number: 1562 1234981837 Job Number: 203996 Page: 4 of 10 Certificate Of Compliance : Residential (Part 2 of 3) CF-1R CLARK RESIDENCE 2/18/2009 Project Title Date FENESTRATION SURFACES 1 True Cond. Location/ # Type Area U-Factor SHGC Azm. Tilt Stat. Glazing Type Comments 20. Window Front (S) 23.Q Q.58Q 116-A 0.65 116-B 180 90 New Dual Pane Operable 2ND FLOOR ZONE 21 Window Rear (N) 78.0 0.550 116-A 0.67 116-B 0 90 New Fixed Pane/Dual 2ND FLOOR ZONE 22 Window Rear (N) 12.0 0.580 116-A 0.65 116-B 0 90 New Dual Pane Operable 2ND FLOOR ZONE 23 Window Right (E) 12.0 0.550 116-A 0.67 116-B 90 90 New Fixed Pane/Dual 2ND FLOOR ZONE 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Wndow Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. ^0 Bug Screen 0.76 21 Bug Screen 0.76 . 22 Bug Screen 0.76 23 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R-Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R-Val. Location JA IV Reference Status Comments Run Initiation Time: 02/18/0910:30:37 Run Code: 1234981837 EnergyPro 4.4 by EnergySoft User Number: 1562 Job Number: 203996 Page: 5 of 10 Certificate Of Compliance : Residential (Part 3 of 3) CF-1R CLARK RESIDENCE 2/18/2009 Project Title HVAC SYSTEMS Location FAU/AC Heating Minimum Type Eff Central Furnace 80% AFUE Cooling Type Split Air Conditioner Date Minimum Condition Thermostat Eff Status Type 13.0 SEER New Setback HVAC DISTRIBUTION Location FAU/AC Heating Cooling Ducted Ducted Duct Location Attic Duct Condition R-Value Status 4.2 New Ducts Tested? No Hydronic Piping System Name Pipe Pipe Insul. Length Diameter Thick. WATER HEATING SYSTEMS Water Heater System Name Type Distribution TAKAGI TK-2 TANKLESS Instant Gas All Pipes Ins Rated Tank # in Input Cap. Syst. (Btu/hr) (gal) 2 195,000 0 Energy Condition Factor Status or RE New 0.84 Tank Insul Standby R-Value Loss (%) Ext. 0 n/a Multi-Family Central Water Heating Details Hot Water Pump Control REMARKS # HP Type Hot Water Piping Length (ft) Add 1/2" In Plenum Outside Buried Insulation COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: KENNETH G. BROWN & CO. ARCHITECTURE Address: 22996 EL TORO ROAD #113 Documentation Author Name: MARK MADISON Title/Firm: Address: ENERGY CODE WORKS 2600 Michelson Drive Suite 1700 LAKE FOREST, CA 92630 Irvine, CA 92612 2/18/08 (signature) If / *AEnforcement Agency I/ \ Name: \ j Title/Firm: X / Address: *•« — *-^-^ Telephone: (signature) (date) CABEC&»a>*!tnuWti<taeia!tt*ttto*>&a!* CERTIFICATE # R05-07-5347 Mark Madison CERTIFIED ENERGY PLANS EXAMINERfarina2005 California Residential Energy Standards Run Initiation Time: 02/18/09 10:30:37 Run Code: 1234981837 EnergyPro 4.4 by EnergySoft User Number: 1562 Job Number: 203996 Page:6of10 Mandatory Measures Summary: Residential (Page 1 of 2) MF-1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. rtr-e^DiDTirtM Check or initial applicable boxes or check NA if not applicable and included with the UCOUKlr 1 IUIM permit application documentation.N/A ENFORCE- DESIGNER MENT Building Envelope Measures *,S 150(a): Minimum R-19 in wood ceiling insulation or equivalent U-factor in metal frame ceiling. § 150(b): Loose fill insulation manufacturer's labeled R-Value: A § 150(c): Minimum R- 13 wall insulation in wood framed walls or equivalent U-factor in metal frame walls (does not apply to exterior mass walls). *§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U-factor. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1 . Masonry and factory-built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox b. outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed. § 1 50(f): Air retarding wrap installed to comply with §1 51 meets requirements specified in the ACM Residential Manual. § 150(g): Vapor barriers mandatory in Climate Zones Hand 16 only. § 1 50(l): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch. § 1 18: Insulation specified or installed meets insulation installation quality standards. Indicate type and include CF-6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1 . Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. § 150(i): Setback thermostat on all applicable heating and/or cooling systems. § 150(j): Water system pipe and tank insulation and cooling systems line insulation. 1 . Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R-value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1 . First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 1 SOB. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 1 50-B and Equation 1 50-A. 4. Steam hydronic heating systems or hot water systems > 1 5 psi, meet requirements of Table 1 23-A. 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space. 7. Solar water-heating systems/collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 4.4 by EnergySoft User Number: 1562 Job Number: 203996 D D Q D nn D n n n r— | n n n n n n n n n n n n n n H n ® s nn n n n n H S H n m s H D D S D D n n D n rj Q n nnn n n n n n n n n n n n n n n n n n D Page: 7 of 10 Mandatory Measures Summary: Residential (Page 2 of 2) MF-1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. _.__ — _..__. _^.. Instructions: Check or initial applicable boxes when completed or check N/A if notDESCRIPTION app|icable.N/A DESIGNER ENFORCE- MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605, and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minumum 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, orUL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. 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. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 1 . A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. § 1 15: Gas fired fan-type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) § 1 1 8 (i): Cool Roof material meets specified criteria Lighting Measures § 150(k)1 : HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 1 3 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined in Section 1 30(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. OR are controlled by an occupant sensor(s) certfied to comply with Section 1 1 9(d). § 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility roomsshall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are controlled by an occupant sensor that complies with Section 1 1 9(d) that d8es not turn on automatically or have an always on option. § 1 50(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (1C) and are certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 1 19(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 1 1 9(d). EnergyPro 4.4 by EnergySoft User Number: 1562 Job Number: 203996 D n Q n n n n Q n n n n n i~i Q n n n n n n n LX] Lx] H n n H H D n n n Lx] n 53 n LX] LX] LX] LX] B n n Page n n n a n Q n n n nn rj D n n n Q °Q D n n 8 of 10 Residential Kitchen Lighting Worksheet WS-5R CLARK RESIDENCE 2/18/2009 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for A\ luminaires to be installed in kitchens. Luminaire Type High Efficacy? Watts Quantity High Efficacy Watts Other Watts M ) 1 8w Compact Fluorescent Triple 4 Pin Sle28w Linear Fluorescent T5 Elec Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes ~xl X No No No No No No No No No No No No No No No No No No No No 21.0 * 30.0 x Y X X X X X X X X X X X X X X X X X 8 - 8 = - = - = = - - -_ = = = = = — = = - 168 or 240 or or or or or or or or or or or or or or or or or or or Total A:408 B: COMPLIES IF A ;> B YES I NO I EnergyPro 4.4 by EnergySoft User Number: 1562 Job Number: 203996 Page:9of 10 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME CLARK RESIDENCE DATE 2/18/2009 SYSTEM NAME FAU/AC FLOOR AREA 6.135 ENGINEERING CHECKS SYSTEM LOAD Number of Systems Heating System Output per System Total Output (Btuh) Output (Btuh/sqft) 80,000 240,000 39.1 Cooling System Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sqft) Total Output (sqft/Ton) 59,000 177,000 14.8 28.9 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COO LING PEAK CFM Sensible Latent 2,629 56,689 4,459 4,459 65,607 3,445 COIL HTG. PEAK CFM 1,912 415.9 3,445 Sensible 72,145 6,899 6,899 85,944 Air System CFM per System Airflow (cfm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sqft) 2,230 6,690 1.09 453.6 0.0 0.00 Note: values above given at ARI conditions HVAC EQUIPMENT SELECTION Bryant 550AN060-E/311JAV060155 Total Adjusted System Output (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK 132,480 132,480 41,526 41,526 Aug 2pm 240,000 240,000 Jan 12am HEATING SYSTEM PSYCHROMETRIGS (Airstream Temperatures at Time of Heating Peak) 34.0 °F 69.0 °F Outside Air 0 cfrn 69.0 °F 105.0°F Supply Air Ducts^ Supply Fan 6690 cfm Heating Coil 104.0°F 70.0 °F Return Air IQOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 80.7 / 66.7 °F 75.6/61.6°F _75.6/61.4°F • 55.0 / 53.7 °F Outside Air 0 cfm j' 75.6/61.6 F Supply Fan 6690 cfm Cooling Coil Supply Air Ducts 45.8% R.H. Return Air Ducts EnergyPro4.4 by EnergySoft User Number: 1562 Job Number: 203996 Page: 10 of 10 IS REPORT™ESR-1647 Reissued November 1, 2007 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office • 5360 Wotanan Mi Road, Wittier, CaRarfa 90601 • (562)6990543 Regional Office* 900 Me**** Road. Suite A, Birnirtfiam, Alabama 35213 • (205) 599-9600 Regional Office • 4051 West Rossmoor Road, County dub Hfe, Orris 60478 • (708)799-2305 DIVISION: 07—THERMAL AND MOISTURE PROTECTION Section: 07320—Roof Tiles REPORT HOLDER: MONIERUFETILE, LLC 7575 IRVINE CENTER DRIVE, SUITE 100 IRVINE, CALIFORNIA 92618 (949) 756-1605 www.monterllfetlte.com ivandewater@monierlifetile.com EVALUATION SUBJECT: EXTRUDED INTERLOCKING CONCRETE ROOF TILES: STANDARD WEIGHTTILES-ATLANTIS, BARCELONA 900, CAPRI, CLASSIC 100, ESPANA, HARTFORD SLATE, HOMESTEAD, MADERA, MISSION S, OLD ENGLISH THATCH 900, PLAZA, ROMA, SAXONY, SAXONY GALAXY, SAXONY ROBUST, SAXONY 900, TEJAS ESPANA, VANGUARD ROLL, VILLA, AND VILLA 900; MID-WEIGHT TILES - MADERA 700 AND SAXONY 700; LIGHTWEIGHT TILES - CEDARUTE, ESPANA DURALJTE, SAXONY 600, SAXONY DURALITE AND VILLA DURALITE EXTRUDED CONCRETE ROOF TILES: SPANISH "S" 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 International Building Code* (IBC) • 2006 International Residential Code* (IRC) • 1999 Standard Building Code" (SBC) • 1997 Uniform Building Code™ (UBC) Properties evaluated: • Fire classification • Weather resistance • Wind-uplift resistance 2.0 USES The MonierLifetile extruded concrete roof tiles are used as Class A roof coverings in accordance with the exception to Section 1505.2 of the IBC. Section R902.1 of the IRC, and Section 1505.2 of the SBC. The roof tiles are noncombustible roof coverings in accordance with Section 1504.2 of the UBC. 3.0 DESCRIPTION 3.1 Extruded Interlocking Concrete Roof Tiles: These roof tiles are interlocking extruded concrete roof tiles that comply with ASTM C1492 and having interlocking ribs on the longitudinal edges of the tiles to restrict lateral movement and provide a water stop. All roof tiles are designed with anchor lugs except for the Cedarlite and Madera profiles. Mineral coloring oxides are either applied to the exposed surface in a cementitious material or mixed integrally with the tile mix to produce a through-colored product. All roof tiles are cured to reach required strength before shipment. Product designations, dimensions and installed dry weights are indicated in Table 1 of this report. Roof tile profiles are illustrated in Figure 1. 3.2 Extruded Concrete Roof Tiles: Spanish "S" roof tiles are extruded concrete roof tiles that comply with ASTM C 1492. The roof tile is manufactured in the same manner as the roof tiles described in Section 3.1, except the tile is noninterlocking. The roof tile is designed without anchor lugs. The product designation, dimensions and installed dry weight are indicated in Table 1. See Figure 1 for an illustration of the tile. 4.0 INSTALLATION 4.1 General: Installation of the MonierLifetile roof tiles must be in accordance with the Concrete and Clay Roof Tile Installation Manual for Moderate Climate Regions, dated July 2006, published by the Tile Roofing Institute and Western States Roofing Contractors Association (hereinafter referred to as the TRI/WSRCA installation manual), and recognized in ICC- ES ESR-2015P. except as otherwise noted in this report In case of a conflict between the installation manual and this report, this report governs. This report and the TRI/WSRCA installation manual must be available at the jobsite at all times during installation. The roof tiles must be installed on a minimum roof slope of 21/2:12 (20.83%). Care must be taken during field installation to ensure that horizontal joints are kept parallel to the eave and vertical joints are at right angles to the eave in order to ensure uniform contact between the tiles and proper fit and appearance. All cracked and broken roof tiles must be replaced. 4.2 Adhesive Set Systems: The MonierLifetile roof tiles may be installed with roof tile adhesives that are recognized in a current ICC-ES evaluation report for use in concrete roofing tile applications. Installation of tiles using these adhesive set systems must be in accordance with the adhesive manufacturer's ICC-ES evaluation report. 4.3 Mortar Set Systems: Except for the Duralite (lightweight), Saxony 600, Cedarlite and Madera tiies, the MonierLifetile roof tiles may be installed with mortars that are recognized in a current ICC-ES evaluation report for use in concrete roofing tile applications. Installation of tiles using these mortar set systems must be in 1§S REPORTS" ore not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or Implied, as to any finding or other matter in this report, or as to any product covered by the report.ANSI Copyright© 2007 Page 1 of 12 Infinity Heat Pump - Carrier Heating and Air Conditioning Page 1 of4 For the nearest dealer, call 1-800-CARRIER Turn to the Experts: 3roducts : A/C and Heat Pumps : Heat Pumps : Infinity Series Heat Pump Infinity Series Heat Pump Models: 25HNA9, 25HNA6 /-„„,„=,» omH.^. CONSUMERS DIGESTCompare Products ggsT BUY uMMMfr. a Ultra High Efficient Heat Pump Built for Total Home Comfort Carrier's exclusive Infinity™ Series heat pump has two stages, operating with less power longer. And we engineered it to team with an Infinity Series furnace to create an economical HYBRID HEAT® dual fuel system, which saves you year-round. Ratings * Heat Efficiency Cool Efficiency Key Features Product Specs Quiet Level Support Documents Purpn® refrigerant Up to 19 SEER Upto9HSPf Superior humidity and temperature control As low as 69 dB .?:?*?.9?. .9.9mR[eH9!^ f°r ultimate comfort Infinity™ Control for maximum performance .?.'.!e.P.!;®L?.Y;?t?.m. H™ for quiet operation .Vy??.S!®!;A.rmo.!! Ultra™ System for ultimate protection 10-year parts limited warranty when properly registered1 Model: 25HNA9 25HNA6 25HNA9 http://www.residential.camer.conVproducts/acheatpumps/heat4)imips/infinity.shtrnl 8/3/2009 Infinity Heat Pump - Carrier Heating and Air Conditioning Page 2 of4 Performance Efficiency Limited Warranty' Up to 1 9 SEER/9 HSPF 10-year parts limited warranty when property registered1 ENERGY STAR® Details As an ENERGY STAR partner, Carrier Corporation has determined that the Infinity™ 19 heat pumps that achieve system combinations of 14.5 SEER, 8.2 HSPF and 12 EER or higher meet the ENERGY STAR guidelines for energy efficiency. Proper sizing and installation of equipment is critical to achieve optimal performance. Split system air conditioners and heat pumps must be matched with appropriate coil components to meet ENERGY STAR criteria. Ask your contractor for details or visit the ENERGY STAR web site. Sound Quiet Level As low as 69 dB Features Silencer System II Controls Controls Supported Diagnostics Infinity™ Control Infinity 18-point Technology Refrigerant Compressor Heating Capacity (Btuh) Cooling Capacity (tons) Puron® refrigerant 2-Stagje scroll 24,000 - 60,000 2-5 Aesthetics Protection Construction Paint Coil Guard WeaMierArmor Ultra™ Galvanized steel Powder-coated, baked-on complete coverage Steel louver coil guard t Back to Top 25HNA6 Performance Efficiency Limited Warranty Up to 16.6 SEER/9.3 HSPF 10-year parts limited warranty when properly registered1 ENERGY STAR® Details As an ENERGY STAR partner, Carrier Corporation has determined that the Infinity™ 16 heat pumps that achieve system combinations of 14.5 SEER, 8.2 HSPF and 12 EER or higher meet the ENERGY STAR guidelines for energy efficiency. Proper sizing and installation of equipment is critical to achieve optimal performance. Split system air conditioners and heat pumps must be matched with appropriate coil components to meet ENERGY STAR criteria. Ask your contractor for details or visit the ENERGY STAR web site. Sound Quiet Level As low as 71 dB http://wwwTesidentialxamer.com/produrt^8/3/2009 Infinity Heat Pump - Carrier Heating and Air Conditioning Page 3 of4 Features Controls Controls Supported Diagnostics Technology Refrigerant Compressor. Heating Capacity (Btuh) Cooling Capacity (tons) Aesthetics Protection Construction Paint Coil Guard t Back to Top Silencer System II Infinity™ Control Infinity 23 point Puron refrigerant 2-Stage reciprocating 24,000 - 60,000 2-5 WeatherArmpr Ultra Galvanized steel Powder-coated, baked-on complete coverage Steel Louver Coil Guard Models starting with: 25HN Owner's Manual Manual Del Sistema De Bomba De Calor Date Modified: 5/27/09 Owners Information Manual Heat Pump System Date Modified: 12/24/07 Guide De LDUtilisateur SystDE Thermopompe Date Modified: 5/27/09 Consumer Brochure Infinity 16 Heat Pump With Puron Refrigerant - Consumer Brochure Date Modified: 4/27/09 Infinity 19 Heat Pump With Puron Refrigerant - Consumer Brochure Date Modified: 4/27/09 25HNA Consumer's Digest Best Buy Article Reprint Date Modified: 11/18/08 Warranty Card Carrier Limited Warranty For Air Conditioner & Heat Pump Condensing Units Date Modified: 2/3/09 http://www.residentialxarrierxom/producte/acheatpumps/heatpuinps/infini1y.shtml 8/3/2009 Infinity Heat Pump - Carrier Heating and Air Conditioning Page 4 of 4 1. To the original owner, the Carrier Infinity Series Heat Pump is covered by a 10-year parts limited warranty upon timely registration of your new equipment. Ask your Carrier dealer about optional extended warranties, which may include labor. Warranty period is 5 years if not registered within 90 days. Jurisdictions where warranty benefits cannot be conditioned on registration will automatically receive a 10-year parts limited warranty. See warranty certificate at carrier.com for complete details. Carrier Carrier Corporation • copyright ©2009 • a UTC company • stock symbol: UTX http://www.residentid.camer.com/products/acheatpumps/heatpumps/infinity.shtml 8/3/2009 Infinity ICS Gas Furnace - Carrier Heating Page 1 of3 Carrier Turn to the Experts!" For the nearest dealer, call 1-800-CARRIER Products : Furnaces : Gas Furnaces : Infinity ICS Gas Furnace Infinity ICS Modulating Gas Furnace Models: 58MVC Compare Products Ultimate Comfort Control with Infinity™ Technology Built-in The Infinity™ ICS Gas Furnace is our ultimate gas furnace, with up to a 95% AFUE and precision temperature control. It is also the quietest furnace you can buy. Ratings Energy Efficiency Quiet Level Key Features Durability Product Specs Our quietest furnace ever! Up to 3.5 times tighter temperature control IdealComfort™ technology Communicating furnace with Infinity intelligence Support Documents Ideal Humidity System® Sealed combustion system Pilot-free PowerHeat™ ignition Lifetime heat. exchanger limited warranty1 10-year parts limited warranty when properly registered1 Model: 58MVC 58MVC Performance Efficiency Up to 95% AFUE http://wwwTesidentialxamer.coni/products/fumaces/gas/infinityICS.shtml 8/3/2009 Infinity ICS Gas Furnace - Carrier Heating Page 2 of3 Limited Warranty 10-year parts limited warranty when properly registered; Lifetime limited warranty on heat exchanger1 ENERGY STAR® Details As an ENERGY STAR partner, Carrier Corporation has determined that the Infinity'™ ICS gas furnace meets the ENERGY STAR guidelines for energy efficiency. Controls Controls Supported Diagnostics Infinity, Thermidistat™, Thermostat Over 70 parameters via PDA or laptop Technology Capacity Blower Motor Primary Heat Exchanger Secondary Heat Exchanger Fuel 60,000-120,OOOBJUH Variable-speed Aluminized Steel SSffiSDMCU, polypropylene-coated Natural Gas; convertible to liquid propane (LP) Aesthetics Profile Construction Paint Multi-stage; 4-way multipoise Galvanized steel Baked on urethane base coat and polyester top coat t Back to Top Models starting with: S8MV Owner's Manual Infinity ICS 58MVC Owner's Manual Direct Vent 4-Way Multipoise Condensing Gas Furnace With IdealComfort IdealHumidity Date Modified: 2/4/09 58MEB 58MCB 58MTB 58MVB 58MXB Multipoise Condensing Direct Vent Non-Direct Vent Gas Furnace Owners Manual Date Modified: 2/4/09 58MCA 58MTA 58MVP 58MXA Multipoise Condensing Gas Furnace Owner's Manual Date Modified: 9/3/04 58MCA 58MVP 58MXA Multipoise De Condensation Calefactor De Gas Date Modified: 5/30/01 Consumer Brochure Infinity 96 Gas Furnace With ComfortHeat Technology - Consumer Brochure Date Modified: 5/15/09 Carrier Quality Heating Systems Date Modified: 3/24/08 er^8/3/2009 Infinity ICS Gas Furnace - Carrier Heating Page 3 of 3 Infinity ICS Gas Furnace Consumer Brochure Date Modified: 5/15/09 Infinity ICS Variable Speed - Stuffer Date Modified: 10/22/07 Infinity ICS Comfort Consumer Postcard Date Modified: 10/22/07 Infinity ICS Quiet Consumer Postcard Date Modified: 10/22/07 Gas Furnace Control Consumer Literature Date Modified: 1721/04 Variable Speed Technology - Consumer Brochure Date Modified: 6/23/04 Warranty Card Limited Warranty For Condensing Gas Furnace Date Modified: 1/22/09 1. To the on'ginal owner, the Carrier Infinity ICS Modulating Gas Furnace is covered by a 10- year parts and lifetime heat exchanger limited warranty upon timely registration of your new equipment. The secondary heat exchanger carries a 20-year labor limited warranty. Ask your Carrier dealer about optional extended warranties, which may include labor. Warranty period Is a 5-year on parts and 20-year on heat exchangers if not registered within 90 days. Jurisdictions where warranty benefits cannot be conditioned on registration will automatically receive a 10-year parts limited warranty and a lifetime parts limited warranty on the heat exchangers. See warranty certificate at camer.com for complete details. Cantor Carrier Corporation • copyright ©2009 • a UTC company • stock symbol: UTX http://wv^w.residential.carrier.c»m/products/fumaces/gas/infinityICS.shtml 8/3/2009 ^CARLSBAD c , T Y 0 F PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Department 1635 Faraday Avenue 7505022719 www.carlsbadca.gov Project Address: c2733 CfteStOeSL® Permit No.: Information provided below refers to wort) being done on the above mentioned permit only. This form must be completed and returned to the Building Deportment before the permit can be issued. Building Dept. Fax: (76O) 6O2-8558 Number of new or relocated fixtures, traps, or floor drains . ZO New building sewer line? ......................................................................................... Ves \r No Number of new roof drains?............................................................................................................... ^\/c\ Number of new water heaters?......................................................................................................... £- Number of new, relocated or replaced gas outlets?.................................................................... s^ Number of new hose bibs?.................................................................................................................. (7 Upgrade existing panel? . Ves No Y From Amps to Amps Number of new panels or subpanels?.............................................................................................. *••• Single Phase . Number of new amperes ^\OO Three Phase. Number of new amperes Three Phase 48O.. Number of new amperes Remodel (relocate existing outlets/switches or add outlets/switches)? Ves No \/ Number of new furnaces, A/C, or heat pumps? 3 New or relocated duct wort??.......................................................................... Ves / No Number of new fireplaces?............................... ..... .................................. . ........ $ Number of new exhaust fans?............................................................................................................ (a Relocate/install vent?.................... ....... .......................... . ................... Vl3 Number of new exhaust hoods?........................................................................................................ 1 Number of new boilers or compressors? Number of HP ff) B-18 Page 1 of 1 Rev. 03/09 City of Ca rlsbad Building Department Sewer District Certification XI Leucadia Sewer District 1960 La Costa Ave. Carlsbad, CA 92009 760-753-0155 Vallecitos Sewer District 201 Vallecitos de Oro San Marcos, CA 92069 760-744-0460 The following project has been submitted for building permits: Plan Check No. CB090901 Date 10/29/2009 Property Owner Energy Efficiency Management, LLC Project Address 2732 Cazadero Dr. Assessor's Parcel No. 215-400-06-00 Project Description Single Family Residence City Certification: (TdMtt' A(fa*Date: 10/29/2009 Please indicate in the space below that the owner has entered into an agreement to have your agency provide public sewer service to the premises, and/or if the existing service is adequate for this project.Permits will not be issued until this form is completed and returned to our office. This space to be completed by District Personnel certify the district requirements for sewer service have been satisfied. Approved by_ Title.HELD SFRVICE SPECIALIST 1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760J 602-2700 Building Counter (760) 602-2717/2718/2719 • Fax (760) 602-8558 www.carlsbadca.Qov CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number- Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Residence CB090901 2732 Cazadero Dr. 215-400-06-00 Energy Efficiency Management, LLC SFD Residential 1 New Dwelling Unit(s) 6570 Square Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Square Feet of Living Area in SOU Net Square Feet New Area Net Square Feet New Area Date: 10/29/2009 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD |~~] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 920fJ9J331-5000) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) [XJ San Marcefe Unified School District 215MataW San Marcos/ CA 92069 Contact: Naticy DolcelTBy^pptrDnly) I I Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) fj San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: R-34 Date: 1 nf 0 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))**************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL 2.o TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 397? B-34 Page 2 of 2 Rev. 03/09 SAN MARCOS UNIFIED SCHOOL DISTRICT FACILITIES DEPARTMENT 215 Mata Way. Bldg 5 (2nd Floor) Q 7 San Marcos CA 92069 760-290-2649 CERTIFICATE OF COMPLIANCE Project Description;'TactNo.: Assessor's Parcel No:,-•?>(C.CX / Received From: Number of Square Feet/Units: Wt'lS 7 I S F0 • Check Number: i Amount: $.*n~j ••«* .<3 /<• /./ f /.* /.'&. Ed. Code 17620 and Gov. Code 65995, et seq. Q Not subject to fee requirements Q CFDNo.: Q Existing Mitigation Agreement: Certification of Applicant/Owners: The person executing this declaration ("Owner") certifies under penalty of perjury that: (1) the information provided is correct and true to the best of Owner's knowledge; (2) Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units/square footage after the building permit is issued, or if the initial determination of units/square footage is found to be incorrect, and any and all costs of collection thereof including actual attorneys' fees and legal costs; and (3) Owner is the owner/developer of the above described project(s) or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Jf '" X^"' •. *^-~- • . . : ... Dated: • •• •^''^-ft/ . ' '., ' •- This is to certify that the applicant listed has paid all amounts determined by the information presented and due to the San Marcos Unified School District ("District"). The payment of these amounts is a prerequisite to the issuance of a building permit. District Representative:' (^- San Marcos Unified School District - Facilities Department NOTICE OF 90-DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Government Code Section 66020 requires that a district provide: (1) written notice to the project applicant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the ninety (90) day period to protest the imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest period in regard to such Fees or the validity thereof, commences with the payment of the Fees or performance of any other requirement as described in Government Code Section 66020. Additionally, the amount of the Fees imposed is as stated here, whether payable at this time in whole or in part, prior to the issuance of a Certificate of Occupancy. As in the latter instance, the ninety (90) day protest period starts on the Date of Issuance. EXPIRATION OF CERTIFICATE This Certificate of Compliance is valid for one hundred eighty (180) days from the Date of Issuance. Extensions will be granted only for good cause, as determined by the Facilities Department of the District, and one (1) sixty (60) day extension may be granted. At such time as this Certificate of Compliance expires, if a building permit has not been issued for the project that is the subject of this Certificate of Compliance, the owner will be reimbursed all Fees that were paid to obtain this Certificate of Compliance without interest Applicant/Owner must submit a request for reimbursement in writing to the District Facilities Department, THIS CERTIFICATE OF COMPLIANCE EXPIRES; £ THE ABOVE EXPIRATION DATE IS EXTENDED TO: SIGNATURE VERIFYING AUTHORIZED EXTENSION:Dated: Distribution: Facilities - White Agency - Canary Customer - Green Accounting - Pink Audit - Goldenrod Check a License or Home Improvement Salesperson (HIS) Registration - Contractors Stat... Page 2 of 2 License Number: Business Information: Entity: Issue Date: Expire Date: License Status: Classifications: Certifications: Bonding: J>16505_ ENERGY EFFICIENCY INC dba SYNERGY E E 350 EAST 600 SOUTH SUITE #2 ST GEORGE, UT 84770 JBusiness Phone Number: (435)j334-1319^ Corporation _ _ _05/30/2008 ^_ _ • 05/31/2010 Extract Date: 02/24/2010 This license is current and active. All information below should be reviewed. CLASS DESCRIPTION B _C-2 C10 C17 C20 ELECTRiCAL GLAZING WARM-AIR HEATING, VENTILATING AND AIR-CONDITIONING CERT DESCRIPTION ASB ASBESTOS - (for bidding purposes only) CONTRACTOR'S BOND This license filed Contractor's Bond number 1000782788 in the amount of $12,500 with the bonding company AMERICAN CONTRACTORS INDEMNITY COMPANY. Effective Date: 04/01/2008 BOND OF QUALIFYING INDIVIDUAL The Responsible Managing Officer (RMO) DAVID CAINE CLARK certified that he/she owns 10 percent or more of the voting stock/equity of the corporation. A bond of qualifying individual is not required. Workers' Compensation: 1. This license has workers compensation insurance with the AMERICAN ZURICH INSURANCE COMPANY Policy Number: WC3486664 Effective Date: 04/01/2009 Expire Date: 04/01/2010 Workers' Compensation History Personnel listed on this license (current or disassociated) are listed on other licenses. Personnel-List QondjtjonsofJUse| PriyacyjMey Copyright © 20116 State of California https://www2.cslb.ca.gov/OnlineServices/CheckLicense/LicenseDetail.asp 02/24/2010 11-"NJ&J~^£ •$^l*& C ££_<s~--S)-<31\S^ y\ *</ $ g o.fi -^, • *^ 3 ^£\ O in ZlJ>J - ^ |/» O (0^7 v^5*5 ^ ^'~t F1 ^ S™* ^:•<;-V "^ (\ ~\ ^ Io ~, ^1ti 0 3-?d- I!I s[T ^ 2 2 te 8 3> ^r~ I* y^ Ssl S D s^ ^rE 1ST5 •O I I V v 05-14-2010 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PGRl0046 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: 2732 CAZADERO DR CBAD PCR 2154000600 Lot#: $0.00 Construction Type: CB090901 VARIOUS REVISIONS PER APPLICA. 0 NEW Status: ISSUED Applied: 04/26/2010 Entered By: JMA Plan Approved: 05/14/2010 Issued: 05/14/2010 Inspect Area: Applicant: RICH DERR 916-709-7922 Owner: ENERGY EFFICIENCY MANAGEMENT L L C PO BOX 1612 UNION CITY CA 94587 Plan Check Revision Fee Additional Fees $240.00 $0.00 Total Fees:$240.00 Total Payments To Date:$240.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. pCt<L{ (9QM>1=> original Plan Check No. C&O°[ Project Address 111 Z ct<A£<*Aeng CW/O _ Date— _ Contact Ph :ax.Email v \A V>W£., yvc^T . City_ZipContact Address . General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: Tlans D Calculations D Soils D Energy Q Other Describe revisions in detail List page(s) where each revision is shown List revised sheets that replace existing sheets AH sz 57. ^ HO S7- 5 Does this revision, in any way, alter the exterior of the project? O Does this revision add ANY new floor area(s)? [H Yes T Does this revision affect any fire related issues? d Yes 8 Is this a complete set? Q] Yes n No Yes No No D No •4 ^Signature 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/2718/2719 www.carlsbadca.gov Fax: 760-602-8558 2 City of Carlsbad BUILDING DEPARTMENT 1635 Faraday Avanua, Carlsbad, CA 92008 Phone: 760-602-7541/ Fax: 760402-8558 Plan Chech Comments / 2OO7 Codes L To: Fax: LLC From: Stare Pager Phone:Date: CONTACT HOURS FOR STEVE BOROSSAY: TUESDAY THROUGH FRIDAY: 1PM - 5PM •> Please make corrections refsrrad to batow and run TWO naw prints. H rad marfca. arm on plans aa a part of this Plan Check response please return red marked sat with tha new prints. •> Thh h • BUILDING REVIEW ONLY. Comments ar aanrmMl At nnt Manly to uny att^r CHy department review. For Information on tha status of approval from other departments please contact staff 3760-602-2717 / 2718 / 2719. |of ; § City of Carlsbad BUILDING DEPARTMENT 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760402-7541/ Fax: 760402-BSBt Plan Chech Comments / 2OO7 Codes To: Fax: Mjm.4. 6-UL,From: Steve Page*i Phone:Date: Re;Addresi;TV CONTACT HOUF.S FOR STEVE BOROSSAY: TUESDAY THROUGH FRIDAY: IPM - 5PM oni make corrections referred to below and run TWO new prints. If i >as a part ofthtoPlanCheck response please return red marked^*-™—**-*****r~fi*M~*^~im*»jjKMMff'nanmiM,.„„«.», ..,«.„«,mutuatf,.': ' "•'-,-'-'»»i.**-.iw -,. -• •--..••. ,«.»•. .,„ uaxa*^-fcC. Comments or approval do not apply to any other CHy department review. For Information on the statin of approval from other departments please contact staff O780-602-2717 / 2718 / 2719. Line SW29 Shearwall Floor Line SW11 Line SW12 Line SW13 Line SW14 Line SW15 Line SW16 Line SW17 Vs = 3.79 psf (10)(40) = 1516* Vw =15.9 (10)(8) = 1272* Wall = 1516 710 =151 plf T/C = 151 (8) = 1208* Vs = 1.55 psf (12)(46) + 1728* = 2581 # Vw = 15.9 (12)(10) + 1526 = 3434* Wall = 3434 - 2020 1414/8 = 176 plf T/C = 176(10) = 1760# (2) SW24x10 14 HD2A Vs = 1.55 psf (20)(46) + 2880* = 4306* Vw = 15.9 (20)(10) + 2544 = 5724* Wall = 5724 - 4230 1494/8 =186 plf T/C = 186(10) = 1860# Vs = 1.55 psf (8)(46) + 1152# = 1722# Vw = 15.9 (8)(10) + 1017 = 2289* Wall = 2289 Vs = 1.55 psf (12)(40) = 744# Vw = 15.9 (12)(9) = 1717* Wall = 1717 plf Vs = 1.55 psf (12)(40) = 744# Vw = 15.9 (12)(9) = 1717* Wall = 1717/16 = 107 plf T/C = 107(9) = 963* Vs = 1.55 psf (13)(50) = 1007* Vw =15.9 (13)(9) = 1860* Wall = 1860/21 =88 plf T/C = 88(9) = 792# Vs = 1.55 psf (22)(40) + 2728* = 4092* Vw = 15.9 (22)(10) + 2289 = 5787# Wall = 5787/ 23 = 251 plf T/C = 251 (10) = 2510# (2) SW48x10 14 MST37 (2) SW32x10 SW32x9 14 HD2A 14 HD2A 14 HD2A Line SW18 Vs = 1.55 psf (19)(40) + 1516# = 2694* Line SW19 Line SW110 Line SW111 Line SW112 Vw = 15.9 (19)(10) + 1272 = 4293* Wall = 4293 723 = 186 pit T/C = 186(10) = 1860# Vs = 1.55 psf (10)(40) + 1516* = 2136* Vw = 15.9 (10)(10) + 1272 = 2862# Wall = 2862 710 = 286 pit T/C = 286(10) = 2860# —^~^——~^ Vs= 1.55 psf (7)(46) = 499# Vw = 15.9 (7)(9) = 1001* Wall = 1001 y^7^ Vs = 1.55 psf (20)(24) = 744# Vw = 15.9 (20)(9) = 2862* Wall = 2862 Vs = 1.55 psf (20)(24) = 744# Vw =15.9 (20)(9) = 2862* Wall = 2862 724=119 plf T/C = 119(9) = 1071* SW32x9 (3) SW16x8x4 14 HD2A OCOM—CN a>oc (0 oo BO r o>oocsi LLJ O Z LU Q CO LUa: a: 5o a1|sio P CD a> IO Q55 COuo< oo CO i (0 I- CD LLUJU ILU UJV. CO CO clo a~cB Q 0- IIu LL *£LULU LULULUCO co co C O aim CC(£> r--coeld c o C CD •^ •*CN CM u. i 15 QQ •cB'S aCO o HI _CC5 LUUJ -j5LLUJ 7cct<<COS o> co m r^ r>-co coo o 5 o o m zjz LL §CCJCdCCCLLLL< « —, —, CO —CL|Q|CL o. calm COCO ££oo 111:coco ooCO ~m8o o co COjCOl ^^ o o o o 11 LLCC CCC OLI LL< < o o LLZ Z •Sco-g 2o Pau_ OOLLLL ^k 8 coco o a LU LU re ca cam ccco o o 5 o o o <"o n 8 S s o o 8 m cS § M^<q^o <j<£T CO Oi Om «=>Ifl \A ar•4-*_g^ c U_ Q) O (0€ CD>O oT3C ^ ^7c•a c -1 "5b scc s +•* X 5 1 ^ x° O 05 oo x< CO X CO QCo g £ HUJP CD £S ro 3 w i £i i ic w [ o d ~ B 0 O) CO T- <o o c§oCO ra CO CM co o c ___d CO CT m CO K O C bCO a m •t co o c o CO a m in CD O c CO o CO co CD o c 8oCO o CO f~- CD O CiuCO O) CO CO CD O CCO £uCO ra m CO CD O C CO a m O CD O ca> *oCO O) CO ^•^ ID 0 cz bC/3 a- CD cxi ^^ Line SW29 Shearwall Floor: Line SW11 Line SW12 Line SW13 Line SW14 Line SW15 Line SW16 Line SW17 Vs = 3.79 psf (10)(40) = 1516* Vw = 15.9 (10)(8) = 1272* Wall = 1516 710 = 151 plf T/C = 151 (8) = 1208* Vs = 1.55 psf (12)(46) + 1728* = 2581* Vw = 15.9 (12)(10) + 1526 = 3434# Wall = 3434 - 2020 141478 =176 plf T/C = 176(10) = 1760# Vs = 1.55 psf (20)(46) + 2880* = 4306* Vw = 15.9 (20)(10) + 2544 = 5724# Wall = 5724 - 4230 149478 = 186 plf T/C = 186(10) = 1860# Vs = 1.55 psf (8)(46) + 1152# = 1722* Vw = 15.9 (8)(10) + 1017 = 2289* Wall = 2289 Vs = 1.55 psf (12)(40) = 744* Vw = 15.9 (12)(9) = 1717* Wall = 1717 plf Vs = 1.55 psf (12)(40) = 744# Vw = 15.9 (12)(9) = 1717* Wall = 1717 7 16 =107 plf T/C = 107(9) = 963* Vs = 1.55 psf (13)(50) = 1007* Vw = 15.9(13)(9) = 1860# Wall = 1860 7 21 =88 plf T/C = 88(9) = 792# Vs = 1.55 psf (22)(40) + 2728* = 4092* Vw = 15.9 (22)(10) + 2289 = 5787* Wall = 57877 23 = 251 plf T/C = 251 (10) = 2510* (2) SW24x10 14 HD2A (2) SW48X10 14 MST37 (2) SW32x10 SW32x9 14 HD2A 14 HD2A 14 HD2A Line SW18 Vs = 1.55 psf (19)(40) + 1516* = 2694* Line SW19 Line SW110 Line SW111 Line SW112 Vw = 15.9 (19)(10) + 1272 = 4293* Wall = 4293 723 = 186 plf T/C = 186(10) = 1860# Vs = 1.55 psf (10)(40) + 1516* = 2136# Vw = 15.9 (10)(10) + 1272 = 2862* Wall = 2862 710 = 286 plf T/C = 286(10) = 2860# Vs= 1.55 psf (7)(46) = 499# Vw = 15.9 (7)(9) = 1001* Vs = 1.55 psf (20)(24) = 744# Vw =15.9 (20)(9) = 2862* Wall = 2862 Vs = 1.55 psf (20)(24) = 744# Vw=15.9(20)(9) = 2862# Wall = 2862 724 = 119 plf T/C = 119(9) = 1071* (3) SW16x8x4 14 HD2A _k NJ CO (Q COo g 13 o O) _k — *• CO (Q COO i o CD _^ O COca COo g 3 O Si CO COcIQ coO g 3 O 3! 00 CO CO COo $3 o Si -vl CO C Q COo c?3 o Si CD COca COo g 3 O Si Ol COca COo $ ZD 0 Si ^ COcQ COO g 3 O Si CO COca COo g 3 0 Si M COc COo 3> 3 O Si k COc COo g 3 ps % "T 3 X 0*t ^5' g^t J2co 5rr ,SLQ) Qja. 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(Q TJ(D Oz COc71Tl>omco ?o 0) O mc/2 Dmzom ro go NJooco sco70m<CO § i §L o 07-15-2010 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR10073 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: RICH DERR 916-709-7922 2732 CAZADERO DR CBAD PCR 2154000600 Lot#: $0.00 Construction Type: CB09090.1 ENERGY.EFF: VARIOUS CHANGES TO ORIGINAL PLANS 0 NEW Status: ISSUED Applied: 07/01/2010 Entered By: JMA Plan Approved: 07/15/2010 Issued: 07/15/2010 Inspect Area: Owner: ENERGY EFFICIENCY MANAGEMENT L L C PO BOX 1612 UNION CITY CA 94587 Plan Check Revision Fee Additional Fees $290.00 $0,00 Total Fees:$290.00 Total Payments To Date:$290.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. Project Address 7>73X Contact RuJ^ IQO7 ^Original Plan Check Noi Ocv/€x .Date 7- Ph Fax Contact Address. Email ftcU<A>ej>TA/ W\\ AiUg.. . City Zip General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: Plans Calculations Soils Energy Other Describe revisions in detail List page(s) where each revision is shown List revised sheets that replace existing sheets ^rWll A4 V\v Ai — vio - sq RV\ u>vl\ ^O Does this revision, in any way, alter the exterior of the project? O Does this revision add ANY new floor area(s)? Q Yes 7 Does this revision affect any fire related issues? Q Yes 8 Is this a complete set? O Yes E^No sr Yes No ^Signature- 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/2718/2719 www.carlsbadca.gov Fax: 760-602-8558 EsGii Corporation In Partnership with government for (Builtfing Safety DATE: JULY O7, 201O JURISDICTION: Carlsbad PLAN CHECK NO.: O9O901 (Rev. # 1) - PCR # 10-73 PROJECT ADDRESS: 2732 Cazadero Drive PROJECT NAME: SFD for Energy Management Q NT OPDUREVIEWERa FILE SET: I XI The plans transmitted herewith have been corrected where necessary and^substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: 2<J Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Miscellaneous revisions to floor & structural plans are under this plan revision. By: Bert Domingo EsGil Corporationn GA n EJ n PC ..s)Enclosures: 7/6 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 Carlsbad 090901 (Rev. # 1) - PCR # 10-73 JULY 07, 2010 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad - PCR # 10-73 PLAN CHECK NO.: 090901 (Rev. # 1) DATE: JULY 07, 2010PREPARED BY: Bert Domingo BUILDING ADDRESS: 2732 Cazadero Drive BUILDING OCCUPANCY: R 3 TYPE OF CONSTRUCTION: V B BUILDING PORTION Revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: Repetitive FeeRepeats D Complete Review D Other m Hourly EsGil Fee $290.00 $116.00 Structural Only Hrs. $232.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc + coLU CM LLJZ g a°cy z O CQ. LU I- C A 0 8 £ iQ U 6 o vA Io "\p