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Home My WebLink About1377 MAGNOLIA AVE; ; CB120646; Permit05-02-2012 Job Address Perrnit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB120646 Building Inspection Request Line (760) 602-2725 1377 MAGNOLIA AV CBAD RESDNTL Sub Type SFD 2052808200 Lot # 0 $371,976 00 Constuction Type 5B Reference # CDP12003 0 structure Type SFD 4 Bathrooms 3 Ong PC # MAGNOLIA SPEC HOME- 2948 SF 904 SF GAR, 293 SF BALCONY, 87 SF PATIO COVER status Applied Entered By Plan Approved Issued Inspect Area Plan Check # ISSUED 04/11/2012 RMA 05/02/2012 05/02/2012 Appltcant NEW POINTE COMMUNITIES ATTN SCOT SANDSTROM STE 230 16880 WEST BERNARDO DR 92127 858 451-8700 Owner NEW POINTE COMMUNITIES ATTN SCOT SANDSTROM STE 230 16880 WEST BERNARDO DR 92127 858 451-8700 Building Permit $1,761 86 Meter Size FS1 Add'l Building Permit Fee $0 00 Add'l Red Water Con Fee $0 00 Plan Check $1,233 30 Meter Fee $403 00 Add'l Plan Check Fee $0 00 SDCWA Fee $4,492 00 Plan Check Discount $0 00 CFD Payoff Fee $0 00 Strong Motion Fee $37 20 PFF (3105540) $6,769 96 Park in Lieu Fee $0 00 PFF (4305540) $6,249 20 Park Fee $0 00 License Tax (3104193) $0 00 LFM Fee $0 00 License Tax (4304193) $0 00 Bndge Fee $0 00 Traffic Impact Fee (3105541) $2,750 00 Other Bndge Fee $0 00 Traffic Impact Fee (4305541) $0 00 BTD #2 Fee $0 00 Sidewalk Fee $0 00 BTD #3 Fee $0 00 PLUMBING TOTAL $171 00 Renewal Fee $0 00 ELECTRICAL TOTAL $80 00 Add'l Renewal Fee $0 00 MECHANICAL TOTAL $76 00 Other Building Fee $0 00 Housing Impact Fee $0 00 HMP Fee $0 00 Housing InLieu Fee $0 00 Pot Water Con Fee $3,549 00 Housing Credit Fee $0 00 Meter Size FS1 Master Drainage Fee $0 00 Add'l Pot Water Con Fee $0 00 Sewer Fee $1,096 00 Reel Water Con Fee $0 00 Additional Fees $0 00 Green Bldg Stands (SB1473) Fee $12 DO Fire Spnnkler Fees $0 00 Green Bldg Stands Plan Chk Fee $0 00 Green Bldg Stands Plan Chk Fee TOTAL PERMIT FEES $28,680 52 Total Fees $28,680 52 Total Payments to Date $28,680 52 Balance Due $0 00 Inspector f^- 0>^s FINAL APP Date frV"^! OVAL I3_ Clearance NOTICE Please take NOTICE ttiat approval ol your project includes the "Impositron" ol lees, dedications, reservations, or other exactions hereafter collectively relerred to as lees'exactions" You have 90 days trom the date this permit was issued to protest imposition of these fees/exactions II you protest them, you must follow the protest procedures set lorth in Govemment Code Section 66020(a). and Ue the protest and any other required intomiation with the City Manager for processmg in accordance with Cailbhad 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 Iheir 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 lo any fees/exactions of which vou have previously been given a NOTICE similar to this, or as lo which the statute of limitations has oreviouslv otherwise expired f City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit 05-02-2012 Permit No SW 120118 Job Address Permit Type Parcel No Reference # CB# Project Title 1377 MAGNOLIA AV CBAD SWPPP 2052808200 CBI 20646 MAGNOLIA AV RESIDENCE 3 Lot# Applicant SCOT SANDSTROM STE 230 16880 WEST BERNARDO DR SAN DIEGO CA 92127 858 451-8700 Owner Status Applied Entered By Issued Inspect Area Tier Pnonty ISSUED 04/11/2012 RMA 05/02/2012 2 M Emergency Contact SCOTT JONES 760 310-2513 SWPPP Plan Check SWPPP Inspections Additional Fees $328 00 $799 00 $0 00 TOTAL PERMIT FEES $1,127 00 Total Fees $1,127 00 Total Payments To Date $1,127 00 BalanceDue $0 DO FINAL APPROVAL DATE^> CLEARANCE SIGNATURE f^. LoU^lj Buildmg Permit Application 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 www carisbadca gov Plan Check No Est. Value . J 7/^ 9 7 Plan Ck. Deposit jJl ^ ? / ^ Date JOB ADDRESS 1327 Magnolia Avenue SUn'E*(/SPACE#/UNrTtf APN 205 280 - 92-00 CT/FROJECr # CDP (z o3 LOT** PHASE* # OF UNITS 1 # BEDROOMS 4 « BATHROOMS 3 TENANT BUSINESS NAME CONSTR TYPE OCC GROUP DESCRIPTION OF WORK Inclutle Square feet of Affected Area(s) New Single Family 2-Story ^^f^etc '>^2, 9 Single Family Home consisting of; ' 1,315 sq-ft first floor, 1,633 sq-ft second floor, 904 sq-ft garage, andffi-sq-ft balcony. PAT/ CP- ^7 EXISTING USE Vacant PROPOSED USE SFR GARAGE (SF) 904 PATIOS (SF) DECKS (SF) FIREPLACE YESp^tf NoQ AIR CONDITIONING YEsI INO [71 FIRE SPRINKLERS YES[7]NOQ CONTACT NAME fWDtfferent Fom AppWeant)_ . . New Pointe Communities, IQ APPLICANT NAME Barger Engineering ADDRESS 16880 West Bernardo Drive, Suite 230 ADDRESS 2651 Gianelli Lane CITY San Dieqo STATE CA ZiP 92127 CiTY Escondido STATE CA ZIP 92025 PHONE 858-451-8700 FAX 58-451-8701 PHONE 760-705-0310 FAX 760-743-4217 EMAiL Setter scsandstromp^newpointedevelop.com EMAiL barger steven@gmail.com PROPERTY OWNER NAME ^ ' ^ ^ o , CONTRACTOR BUS NAME ADDRESS (See contact info above) ADDRESS CITV STATE ZiP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL AfiCH/DESlGNEB NAME & ADORESS STATE Lie # STATE LIC # CLASS B CITV BUS L1C# (Sec 70315 Business and Professions Code Any City or County which requires a permit to construct, alter improve demolish or repairany structure, pnorto its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor s Ucense Law IChapter a commenOmg vwith Section 7000 of Division 3 of the Business and Professrorts CodeJ or mat fie is exempt therefrom and the basis for the alleged exemption Anyviolation of Section 70315 by any applicant for a pennit subjects the applicant to a civil penal^ of not more than five hundred dollars |$5CX))) Workers' Compensation Declaration / hereby affinn under pen^ of perjury one ofthe following dedarations • I have and will mamtain a certificate of consent to sellnnsure lor workers' compensation as provided by Section 3700 of the Latar Code, forthe perfomiance of the worit for which this permit is issued [7] I have and will maintain workers' compensation as lequired by Secfion 3700 of ttie Labor C^e for the performance of the worii for which this permit is issued My writers' compensation insurance camer and policy numberare InsuianceCD ^l/^fi-^ST A/Z^TtcWfrt- .^A/^ - PolicvNo ^CC"*-" g-^!? -Tfl ' Expiration Date ll//S//'^ Tte section need nol be completed if the pemiit is for one hundred dollars (1100) or less fl Certificate of Exemption I certify that fn the perfomiance of the woi* for wtiicfi this permit s issued, I shall not employ any person in any manner so as lo become subject to the Woriters' Compensation Laws o! California WARNING Failure to secure wo liters'compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,QOO), in addition to Uie cost of compensation, damages^pnivided for m Section 3706 of the Labor code, interest and attomey's fees -€5* CONTIWCTOR SIGNATURE nAGENT DATE f/zo/zT-- I hereby affinn ttiat I am exempt from Contracftrs bcense Law for Ihe followng reason I ] i,asovmerofthepropenyormyemployeesvirtthwa9esastheirsolecompensalion,wiildotheworiiandthestnjctureisnotintend 7044 Business and Professions Code The Contractor's Lcense Law does not apply lo an owner of property who buikis ot impraves thereon and who does such worit himseif or through his own employees, pnsvided ttiat such improvements are not intended or offered for sale If, however, tfie building or improvement is soW within one year of completion ttie owner-builder wiii have the burden of proving that he did not build or Improve ftir the purpose of sale) 1, as ovmer of the property, am exclusively contracling with licensed conlractors to construct the projecl (Sec 7044, Business and Professions Code The Conlractoi's License Law does not apply to an owner o! property who builds or improves ttiereon and coniracts tor such projects wiUi conIractor(s) licensed pursuant to ttie Contt^r's License Law) 1 am exempt under Section Business and Professions Code for this reason 1 1 peisonaliy pian to provide ttie major labor and matenals for consttuclion of the proposed property improvement •Yes DJO 2 1 (have / have not) signed an application for a building pemiil for ttie proposed worit 3 1 have conttacted witti ttie following peison (ttmi) fo provide ttie proposed constuction (include name address / phone / contracfors' license number) 4 I plan to provkle portions of ttie worit, but i have hired the following person to coordinate, supervise and provide ttie major worit (include name' address / phone / conttactois' license number) 5 [ tAW provide some of tfie mrk, MI have contraOed (hired) Bie foltowing peisons to pravide lhe worit indicated (indude name / address / phone / type of worit) • ^eS'pROPERTY OWNER SIGNATURE 77 •AGENT DATE ^^10^2- is lhe applicant or future buiiding occupant required to submit a business plan acutely hazardous matenais registtalion fomn or ns* managemeni and prevention program under Sections 25505,25533 or 25534 of ttie Fresiey Tanner Hazardous Substsice Account Act? ^] Yes 1/ INO is ttie applicant or future building occupani required to obtain a pemiit from ttie air polluton conttol distnct or air quality management distncP | lYes [/INo Is ttie facility tt) be ransliucted wittiin 1,000 feel of ttie outer boundary of a school site'' CZJYes [/|NO IF ANY OF THE ANSWERS ARE l^S, A FINAL CERTIFICATE OF OCCUPANCY HAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES ANO THE AIR POLLUTION CONTROL DISTRICT I hereby afiiiTn that there is a construction lending agency for the perfomiance of the work this permrt is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address Icerti^thatl have read theapplication and statetliatthe above infcHmationtscoiiectandthatthe infomiatKMontte 1 agieetocomplywith allOtyoidinancesand State laws relatrngtobuiidingconstnicbon I herebyauthonzerepresentaOveof the OtyofCalstjabtoenteruponttieabove mentioned pi^^ IALSOAGREE TO SAVE INDEMNIFYAND KEEP HARMLESS THE CITY OFCARLSBAD AGAINST ALL UABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID OTY IN (X)NSE(XIENCE OF THE GRANTING OF THIS PERMIT OSHA- An OSHA permit E required for excavafions over S'ff deep and demolibon or constmcfion of stnxtijes over 3 stones in height EXPtRATlOl Every pemiit issued by the Building Offiaal under ttie provisions of this Code shall expire by limitation and become null and WKJ if ttie building or vrorit authonzed by such pemiit is not commenced within 180da)5^DmfhedaterfsuchpermitOTiftt«iij]ldingCTj*^ 106 4 4 Unitorm Building Code) ^APPLICANT'S SIGNATURE DATE •7^ Inspection List Permits: CB120646 Date Inspection Item 03/20/2013 89 Final Combo 03/20/2013 89 Final Combo Type RESDNTL SFD Inspector Act RI 03/20/2013 89 03/19/2013 89 03/19/2013 89 11/28/2012 17 11/28/2012 82 11/19/2012 16 11/15/2012 39 11/14/2012 27 11/14/2012 84 10/29/2012 13 10/17/2012 13 10/11/2012 15 09/27/2012 14 08/16/2012 11 08/16/2012 11 08/16/2012 31 08/06/2012 21 08/06/2012 21 08/06/2012 22 08/06/2012 22 Final Combo Final Combo Final Combo Interior Lath/Drywall Drywall/Ext Lath/Gas Test Insulation Final Electncal Shower Pan/Roman Tubs Rough Combo Shear Panels/HD's Shear Panels/HD's Roof/Reroof Frame/Steel/Bolting/Welijin Ftg/Foundation/Piers Ftg/Foundation/Piers Underground/C ond Ult-Winn Underground/Under Floor Underground/Under Floor Sewer/Water Service Sewer/Water Service MC MC MC lUC MC MC MC MC MC MC MC PB MC MC MC MC MC MC MC MC FI CO Rl CO AP AP AP AP AP AP AP PA AP PA CO AP AP AP CO AP CO MAGNOLIA SPEC HOME- 2948 SF 904 SF GAR, 293 SF BALCONY, 87 SF PAT Comments COF 2ND STOP, GAS CALLED IN TO SDGE BY JH 1ST STOP COF NOTICE SHOWER LATH TSPB, CALLED IN TO CAROLYN GABLES ONLY, SEE CARD DRAG NAILING AT FLOOR SHEATHING 1ST STOP 2ND STOP, RECEIVED SOILS & FORM CERT UFER OK 2ND STOP, WASTE 1ST STOP BLDG SUPPLY ONLY Thursday, March 21, 2013 Page 1 of 1 «!•> ^ CITY OF CARLSBAD Building Department INSPECTION RECORD INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE Kj^ ON THE JOB CALL PRIOR TO'4rt»9 P.M. FOR NEXT WORK DAY INSPECTION CB120646 1377 MAGNOLIAAV MAGNOLt/s SPEC KOME- 2^48 SF 904 SF GAR, 293 SF BALCONY. 87 SF PATIO COVER RESDNTL SFD Lot# MEW POINTE COMMUNITIES RECORD COPY FOR BUILDING INSPECTION CALL: 760-602-2725 « APPROVED TO COVER DATE: Type of Inspection Date ' ' Inspector Notes - BUILDING FOUNDATION REINFORCED STEEL Ji^y^ -MASONRY - • GROUT • WALL DRAINS TILT PANELS POUR STRIPS COLUMN FOOTINGS SUBFRAME ^FLOOR • CEILING TSL ROOF SHEATHING "z /—' ' EXT SHEAR PANELS He FRAME —p 1^ = f— INSULATION EXTERIOR LATH —t- to^ INTERIOR LATH & DRYWALL FINAL PLUMBING Q SEWER AND Bl/CO D PL/CO ^ UNDERGROUND ^pDE/ASTE p^ATER /Vf/. TOPOUT ^a^ASTE ^T^MB^ 1 A 4 J ^_ TUB AND SHOWER PAN * ^ GAS TEST D GAS PIPING a WATER HEATER D SOLAR WATER t - FINAL ELECTRICAL ^ _-- J - . • ELECTRIC UNDERGROUND BlJFER ^e ROUGH ELECTRIC WALLS ROUGH ELECTRIC CEILING Q ELECTRIC SERVICE • TEMPORARY • BONDING • POOL PHOTO VOLTAIC |FINAL , , MECHANICAL UNDERGROUND DUCTS 6.' PIPING Q^UCT & PLEM • REF PIPING HEAT-AIR COND SYSTEMS I 'I' VENTILATING SYSTEMS FiNAL CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE ITEMS ABOVE HAVE BEEN APPROVED FINAL Sign When Appropriate Building Dept {Inspections) (760) 602-2725 Fire Department (760J 602-4660 planning Department (760) 602-4602 Engineering Dept {Inspections) (760) 438-3891 Building Inspectors (7am-4pm) (760) 602-2700 a u CMWD (760) 438-2722 Ext 7151 Oh EV 8/2009 1635 FaradayAve • Carlsbad, CA 92008 • 760-602-2700 • www carlsbadca gov SEE BACK FOR SPECIAL NOTES INflDVATIVE 29970 Technology Drive, Suite 212 Murrieta, CA 92563 P (951)600-0032 F {951)600-0036 BFjRiSPONSB#2, October 3, 2012 To From Project Sheet Scott Jones Newpointe Communities (760) 310-2513 Shane Lothrop Shawn Lothrop, PE SE Innovative Structural Engineering, Inc (ISE) shanef5)innovativestructuralena com Magnolia Parcel_3 i^377 Magnolia Avenfiel Carlsbad, CA ISE Project* 12-1667 1 of 18 Re Shear Wall W8 - Holdown Retrofit Refer to the attached details & calculations for the shear wall holdown retrofit at left of Stairs (W8) Provide (2) HTT5 holdowns with 5/8" diameter anchor bolts embedded 10" into mono-pour concrete using Simpson SET-XP epoxy adhesive ICC-ES ESR-2508 to replace the missing I-ITT5 holdown This fix IS for the exact location stated above and may not be used at any other location without wntten permission from our office Continuous Special Inspection is required for this fix Refer to the attached details and calculations for further information If you have any further questions, please contact our office 2x SILL PLATE lU/ ANCWOR BOLTS PER SHEET SDI SLAB ON GRADE PER SWEET SDI EXTERIOR FOOTING t REIMF0RCIN3 PER— PLAN 4 SMEET SPl 4x POST m/ SHEAR OlALL BH PER PLAN, TYP MTT& HOLDOUN EA SIDE OF POST PER MANlf RECOMMEND 5/8" DIAMETER THREADED ROD, A301 GRADE C EMBED 10" INTO FOOTING DRILL HOLE i SET THREADED ROD lUITH SIMPSON SET-XP ADHESIVE PER MANUF RECOMMEND ICC-ES R5R-2&08 4x POST m/ SHEAR UIALL EK PER PLAN, TYP 2x SILL PLATE UJ/ ANCHOR BOLTS PER SHEET SDI SLAB ON GRADE PER SHEET SDI EXTERIOR FOOTING I REINFORCING PER PLAN < SHEET SDI Htrj HOLDOUN EA SIDE CP POST PER MANIF RECOMMEND &/S" DIAMETER THREADED ROD, A301 GRADE C EMBED 10" INTO pooim DRILL HOLE t SET THREADED ROD UITH SIMPSON 5ET-XP ADHESIVE PER MAMf RECOriEND ICC-ES E5R-2508 MOLDOliJN RETROFIT SCALE NT^ IPifiOVATIVE 29970 Technology Drive, Suite 212 Murneta, OA 92563 P (951) 600-0032 F (951)600-0036 gf\ RESPONSE; #4 October 29, 2012 To Scott Jones Newpointe Communities (760) 310-2513 From Shane Lothrop Shawn Lothrop, PE SE Innovative Structural Engineering, Inc (ISE) shanecSinnovativestructuralenq com Project Magnolia Parcel 2 & 3 1373 & 1377 Magnolia Avenue Carlsbad, CA ISE Project* 12-1666 & 1667 Sheet 1 of 1 Re MAS, CS Strap Nails, & Holdown to trimmer It IS structurally acceptable to provide (1) MAS concrete anchor at all 2x pressure treated sill plates less than or equal to 12" in length at isolated exterior box columns Box column framing should be wrapped in type "6" shear panel to provide lateral stiffness Box column shear is not part of the main force lateral resisting system It IS structurally acceptable to provide staggered CSI 6 8d nailing at 2 1 /16" o c rather than the (2) rows at 4 1/8" o c for the perforated shear wall strap connection shown in detail 5/SD2, typical At all locations where foundation shear wall holdowns are connected to 2x or 2-2x window or door trimmers in lieu of king post, provide LTP4 framing anchors at 6" o c from king post to trimmer full height This fix IS for the exact location stated above and may not be used at any other location without wntten permission from our office If you have any further questions, please contact our office CONSTRUCTION TESTING & ENGINEERING. INC. CIVIL ENGINEERING I GEOTECHNICAL I ENVIRONMENTAL I CONSTRUCTION INSPECTION AND TESTING I SURVEYING INSPECTION REPORT PAGE GTE JOB# REPORT # 1 OF 1 PROJECT NAME f43^^ '• ADDRESS rtl^g^^Aij^;Afi^"^'^r,:^<g INSPECTION ARCHITECT QuVv\pf \ \ ^9 (^'^Y'ia\<?\3f\C i ENGINEER T^>^..j^A. L'g ^'sjqckifaN ^V>CX ( CONTRACTOR "K/YOC ( INSPECTION DATE AQ>/±\. - 1^ PLAN FILE Ml ft BLDG PERMIT rf^^^O\G7^^ OTHER ^.^OV.,^ ^p4 KP ( (y: CONCRETE MASONRY PT CONC FIELD WELD SHOP WELDING PILE DRIVING BATCH PLANT EXP ANCHOR OTHER L^JtV MATERIAL IDENTIFICATION CONC MIX#/PSI GROUT MIX#/PSI MORTAR TYPE/RSI REBAR GRADE STR STEEL HS BOLT MAS BLOCK ELECTRODE 7/Vv. :)y~'f\ KQ '^O cjc ^vjo Material Sampling ( ) CONCRETE ( ) REBAR ( ) MORTAR ( ) GROUT ( ) STRUCTURAL STEEL FIREPROOFING BOLTS MASONRY BLOCK INSP PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS Certification of Compliance Ail work, unless otiierwise noted, complies witli tlie approved plans and specifications and the uniform building code ( ^ , ^—^ NAME (PRINT) j 'V./^r^^ f f4<^ < ^ SIGNATURE / ^JifC^^ <^^ CERTIFICATION NO ^ ^95(d^f9<h f^Q 1441 Montiel Road, Suite 115, Escondido, CA 92026 (760) 746-4955 FAX (760) 746-9806 EsGil Corporation In Partnership with government for (BuiCtfing Safety DATE APRIL 18, 2012 O^EELICANT [SQuRIS^ JURISDICTION CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO 12-646 SET I PROJECT ADDRESS 1377 MAGNOLIA AVENUE PROJECT NAME SFR FOR NEW POINTE COMMUNITIES INC. I I The plans transmitted herewith have been corrected where necessary and substantially comply with the junsdiction's codes ^ The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to fonward to the applicant contact person I I The applicant's copy of the check list has been sent to IXI EsGil Corporation staff did not advise the applicant that the plan check has been completed I I EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Email Fax # Mail Telephone Fax In Person ^ REMARKS The plans and calculations need to be signed by the project engineer As submitted, they are stamped, but not signed By ALI SADRE Enclosures' EsGil Corporation • GA • EJ • PC 4/12 9320 Chesapeake Dnve, Suite 208 • San Diego, California 92123 • (858)560-1468 • Fax (858) 560-1576 [DO NOTPAY' THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION CARLSBAD PIAH CHECK NO 12-646 PREPARED BY ALI SADRE DATE APRIL 18, 2012 BUILDING ADDRESS 1377 MAGNOLIA AVENUE BUILDING OCCUPANCY R3/U TYPE OF CONSTRUCTION V-B/SPR. BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) LIVING 2948 GARAGE 904 PATIO 87 DECK 293 Air Conditioning Fire Sprinklers TOTAL VALUE 371,976 Jurisdiction Co6e CB 1 By Ordinance Bldg Permt Fee by Ordinance ' T- | Plan Check Fee by Ordinance $1,761.86 $1,145.21 Type of Review P Complete Review |~ Staictural Only V Repetitive Fee Repeats r Other P Hourly EsGil Fee Hr @ $986.64 Comments Please add one hour for GREEN BLDG CODE review @ $86 00/hr Sheet 1 of 1 macvalue doc + «2l> CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engmeering 1635 Faraday Avenue 760-602-2750 www carlsbadca gov ENGINEERING Plan Check for CB 12-646 Review # 2 Date May 1, 2012 Project Address 1377 Magnolia Av APN 205-280-82-00 Project Descnption 2,948 SF SFD/904 SF GARAGE/293 SF BALCONY/87 Valuation 371,976 SF PATIO COVER ON A VACANT LOT ENGINEERING Contact Linda OntiveroS Phone 760-602-2773 Email linda.ontiveros@carlsbadca.gov Fax 760-602-1052 Any outstanding issues will be marked with 1 X I Please make the necessary corrections to the plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division. Items that conform to permit requirements are marked with I / ATTACHMENTS. Engineering Application I I Storm Water Form Right-of-Way Application/lnfo Sheet Reference Documents BY REMARKS OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT DATE ARKS ^Notification/of Engi ition/of Engineenng APPROVAL has been sent to via on E-36 Page 1 of 6 REV 4/30/11 CB 12-646 Review # 2 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale Show • • I / I North arrow [1/3 Existing & proposed structures I /" j Existing street improvements Property lines (show all dimensions) Easements r~7n Right-of-way width & adjacent streets • I"/"] Dnveway widths r/~] Existing or proposed sewer lateral Existing or proposed water service ( y ! Submit on signed approved plans DWG No Cl Show on site plan • / Drainage patterns / I Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course [ / [ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" I / I Existing & proposed slopes and topography fTnSize. 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 I / I Sewer and water laterals should not be located within proposed driveways, per standards Include on title sheet I / t Site address [2H Assessor's parcel number I / I Legal descnption/lot number I } For commeroal/industnal buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc ) previously approved Show all existing use of SF and new proposed use of SF Example Tenant improvement for 3500 SF of warehouse to 3500 SF of office Lot/Map No PARCEL 3 OF MAP 20955 Subdivision/Tract IVIS10-04 Reference No(s) DWG 472-5A E-36 Page 2 of 6 REV 4/30/10 CB 12-646 Review # 2 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineenng conditions of approval for project no CDP 12-03/PC RESOLUTION NO 6873 PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY FOR THIS RESIDENCE, DEVELOPER SHALL CONSTRUCT THE PRIVATE &. PUBLIC IMPROVEMENTS AS SHOWN ON DWG 472-5A 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20.000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605 00 / I Dedication required as follows PR 12-10 COVENANT OF EASEMENT RECORDED AS DOC# 2012-0096337 FM 10-04 PARCEL MAP RECORDED AS DOC#2012-0096336 4. IMPROVEMENT REQUIREMENTS I {All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000 00, pursuant to Carlsbad Municipal Code Section 18 40 040 I / I Public improvements required as follows IN PROCESS PER PRIVATE & PUBLIC IMPROVEMENT PLANS DWG 472-5A • [ I Constructton of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18 40 Please submit a recent property title report or current grant deed on the property and processing fee of $ 441 HQ so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notanzed and approved by the city pnor to issuance of a building permit / I Future public improvements required as follows NA E-36 Page 3 of 6 Review # 2 CB 12-646 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Code • • • I {Inadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This informahon must be included on the plans If no grading is proposed write "NO GRADING" I I Grading Permit required NOTE The grading permit must be issued and rough grading approval obtained pnor to issuance of a building permit I I Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) All required documentation must be provided to your Engineenng Construction Inspector, Grant Clavier 760-602-2780 x 7318 The inspector will then provide the engineenng counter with a release for the building permit No grading permit required |,y, 1 Minor Grading Permit required See additional comments under item #10 for compliance of minor grading permit approval, GR 12-12 6. MISCELLANEOUS PERMITS • ~7~1 RIGHT-OF-WAY PERMIT is reguired to do work in city nght-of-way and/or private work adjacent to the public nght-of-way Types of work include, but are not limited to street improvements, tree tnmming, driveway construction, tying into public storm dram, sewer and water utilities 11 Right-of-way permit required for E-36 Page 4 of 6 REV 6/30/10 CB 12-646 Review # 2 7. STORMWATER • Construction Compliance I I Project Threat Assessment Form complete **SEESW 12-118** rx Enclosed Project Threat Assessment Fonn incomplete I I I I Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW ) I I Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Please download the template wwAv carlsbadca gQv/business/building/Documents/StormWaterTier2template pdf Post-Development (SUSMP) Compliance • • / I storm Water Standards Questionnaire complete [ I Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal I • I Project IS subject to Standard Storm Water Requirements See city Standard Urban Storm Water Managemeni Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf I / I Project needs to incorporate low impact development strategies throughout in one or more of the following ways I I Rainwater harvesting (ram barrels or cistern) r~| Vegetated Roof I I Bio-retentions cell/rain garden iI Pervious pavement/pavers I I Flow-through planter/vegetated or rock dnp line L/J Vegetated swales or rock infiltration swales f/l Downspouts disconnect and discharge over landscape PTI Other As shown on DWG 472-5A E-36 Page 5 of 6 REV 4/30/10 CB 12-646 Review # 2 9. WATER METER REVIEW • Domestic (potable) Use I / I What size meter is required"? Z] Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter NOTE the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements For residential units the minimum size meter shall be 5/8", except where the residential unit (s larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be %" 8. FEES • • • • • Required fees have been entered in building permit Drainage fee applicable NA, PAID AT PARCEL MAP -SEE PMIOOOOA Added square feet Added square footage in last two years'? yes [T] no Permit No Permit No Project built after 1980 [7] yes Q no Impervious surface > 50% Qyes [7]no • yes / no Impact unconstructed facility Fire sprinklers required [/Jv^^ CIl'^o (is addition over 150' from center line) Upgrade Q yes | |no No fees required 10. Additional Comments E-36 Page 6 of 6 REV 4/30/10 Fee Calculation Worksheet ENGINEERING DIVISION CDP 12-03 (MS 10-04) MAGNOLIA AV RESIDENCES Prepared by Linda Ontiveros Date 4/25/12 GEO DATA- LFMZ' 1 / B&T NA Address 1377 Magnolia Avenue Bldg Permit # CB 12-646 Fees Update by Date Fees Update by Date RM/C EDU CALCULATIONS' List types and square footages for all uses Types of Use SFD Sq Ft/Units 2,948 EDU's 1 00 Types of Use Sq Ft/Units EDU's Types of Use Sq Ft /Units EDU's Types of Use Sq Ft/Units EDU's ADT CALCULATIONS. List types and square footages for all uses Types of Use SFD Sq Ft/Units 1 ADT's 10 EACH Types of Use Sq Ft/Units ADT's Types of Use Sq Ft/Units ADT's Types of Use Sq Ft/Units ADT's FEES REQUIRED Within CFD DYES no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ONO 1 PARK-IN-LIEU FEE DNW QUADRANT QNE QUADRANT DSE QUADRANT DW QUADRANT ADT'S/UNITS X FEE/ADT =$ PAIDONPM100004 2TRAFFICIMPACT FEE ADT'S/UNITS 1 X FEE/ADT 2,750 =$ 2,750 3 BRIDGE & THOROUGHFARE FEE • DIST#1 • DIST #2 • DIST #3 ADT'S/UNITS X FEE/ADT =$ NA 4 FACILITIES MANAGEMENT FEE ZONE 1 ADT'S/UNITS X FEE/SQFT/UNIT 0 =$ 0 5 SEWER FEE EDU's 1 00 X FEE/EDU 1,096 =$ 1,096 each BENEFIT AREA EDU's X FEE/EDU =$ 6 DRAINAGE FEES PLDA •HIGH •MED UM 1 iLOW ACRES X FEE/AC =$ PAIDONPM100004 7 POTABLE WATER FEES UNITS CODE CONN FEE METER FEE SDCWA FEE TOTAL 1 FS1 3,549 EA 403 ea 4,492 ea 8444 ea Tier 2 Construction SWPPP Site Assessment Form CpP Project ID; Project Infonnation: Project Name: N\P<Q>^cpi-i^ f^G-Cel- 3 - M[^o/2. (Sf^i?^<^fh^i'(\ - Project Address/Location; _ Responsible Parties/Contact Information: Name of Preparer: SCCJ^T" S^^f^o^Ta^^^ Qualification of Preparer (Registration/Certification): CS> uA^e(^ - (^e-z^eyt^j^ Address: I &'?'^<^ ^- 6>^<^V/^<^^t? PsJu£ ^^%3,a City/State/Zip Code: 3^n/Pl^ao , c^92^fe7 Phone Number: gX^^ V^/- r-T^^ Name of Owner/Owner's Agent: /{/0^ P^{i^T<r ':jr;;^^er^T A/j -^z^ ct-c Address: City/State/Zip Code: Pl.'^O^^ (^A<?£r^7 Phone Number: 'g^^^^-^-Z^/- Name of Emergency Contact: fyc^ IT V^/^^ ^ (during construction) Address: l^"^^ jA/r^e^A&m Z> ^f-^O City/State/Zip Code: ^/\^ P , C A Q'2f7-7 Phone Number: Page 1 of Site and Construction Activity Description: Construction Start Date: ^ // ^ End Date: ^/^^V^g^ If work begins in rainy season or extends into rainy season, explain how project work can be scheduled can be altered to avoid rainy season impacts or to lessen exposure of site during rainy season: __^4/^ Grading Quantities: Cut:7 & CY; Fill: ^ CY; Import: ^ CY; Export: ^ CY Any Stockpile Proposed? Alo^ If yes, then estimate quantity: CY Estimated duration of stockpile: ^Months Soilstypes: V^a(^^^^^^Ae.Y^^^•h^ '^P^'^'ls. C\/i?al'& ^^P^-^f^P l^k JP^P^y^^n^^ Does site contain a preponderance of soils with USDA-NRCS erosion factor kf greater than or equal to 0.4? h'O Is a staging area proposed (yes/no)? If yes, then where is it located? ^/^ Is concrete washout required O'es/no)? /^•^^•fir^ (2a,=v^f'A^ Where is it located? ^ Any existing site contamination (yes/no)? A^c^ Where is it located? ^ Any vehicle storage, maintenance or fueling area proposed (yes/no)? i^O^ Where is it located? 0^/^ Any de-watering operation proposed (yes/no)? Where is it located? Any other special operations proposed that may impair water quality (yes/no)? What and where? Page 2 of 10 Tier 2 Site Assessment Form 3/24/08 Watershed Basin project drains to: • Buena Vista Lagoon • Agua Hedionda Lagoon • Encinas Creek D Batiquitos Lagoon • Pacific Ocean Is project drainage tributary to a CWA section 303(d) listed water body impaired for sediment (includes Buena Vista and Agua Hedionda Lagoons) (yes/no): A^P If yes, describe additional controls that will be used on project site to mitigate for sediment impauments (if any): 4 {TA •f=^^<: -^^^ ^^72^ ^ _ fg/a4^ ^ ^Ayray f/i/^^^ /V?^T/^C^ p^utvt^^ :P^O^IO Is project inside or within 200 feet of an Environmentally Sensitive Area (yes/no): If yes, describe additional controls that will be used on project site to mitigate for potential storm water impacts (if any): Are any agency permits required (yes/no)? /If Check off permit types requu^: D Army Corps 404 permit • Regional Board Water Quality 401 Certification • Coastal Commission Certification O U.S. Fish and Wildlife Section 7 • Fish and Game Stream Alteration Agreement • Other list: Page 3 of 10 Tier 2 Site Assessment Form 3/24/08 List materials that wiil be used on construction site and their handling and storage requirements Material Characteristics/Toxicity Handling requirements If any toxic or hazardous materials are proposed, then a spill prevention plan is required. Is a spill prevention plan required (yes/no)? . If yes, attach spill prevention plan. Perceived Threat to Storm Water QuaUty rating: Using the Construction Threat Assessment Worksheet for determmation of the projects Perceived Threat to Storm Water Quality rating (E-33): The Construction Threat to Storm Water Quality rating for this project is: • High J^fMedium Signature of Pian Preparer: Signature: Print N, Date S^Ccf'V ^- fi/p^7>2^^ Title: Pu^ic^r^vr Attachments: • Storm Water Compliance Form - Tier 2 • SpiU Prevention Plan • Hydrology and/or hydraulic study ^SP- SoUs and/or geotechnical report(s) • Other. List: ____ Page 4 of 10 BMP Selection: The following tables are provided to help identify and select appropriate site specific BMPs for the proposed project. Review the list of potential site construction activities and site conditions described along the left hand column of each sheet. Then, for each activity or site condition that is included in the proposed project, pick one or more of the BMPs described at the top ofthe form and place an X(s) in the box(es) that form(s) an intersection between the activily/site condition row and BMP coIumn(s). All structural (physical facility) BMP's should be shown on the site plan in the Construction SWPPP drawing set. Any proposed no-structural BMP should be noted m the Special Notes on the Construction SWPPP drawing set. P£^e5of 10 Tier 2 Site Assessment Form 3/24/08 Erosion Control BMPs Wind Erosion BMPs BMP Description Scheduling Preservation of Existing Vegetation Hydraulic Mulch , Hydroseeding Soil Binders Straw IVlulch Geotextiles & Mats Wood Mulching Earth Dikes and ' Drainaqe'Swales Velocity Dissipation Slope Drains Stream ban l< Stabilization Polyacrylamide Wind Erosion Control CASQA Designation -> Construction Activity or Site Condition I o m EC-2 i EC-3 EC-4 EC-5 EC-6 ' EC-7 EC-8 1 EC-9 EC-10 EC-11 EC-12 EC-13 WE-1 Cleared Areas Flat pad graded areas Graded slope areas ^ Trenching/ExcavaUon >< Stockpiling Dniling/Bonng Conduit/Pipe Installation Substructure/Pad Installation f^r Staging Area A'/'^ Existing onsite vegetated areas Drainage flow onto . site — Drainage flows off of site Dramage at top of slope Other Oist)- Page 6 of 10 Tier 2 Sile Assessment Form 3/24/08 Sediment Control BMPs BMP Description -> Sift Fence Sediment Basin Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuumina Sandbag Barrier Straw Bate Barrier Storm Dram Inlet Protection Chemical Treatment CASQA Designation ^ Construction Activity Or Site Condition SE-1 SE-2 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 1 SE-9 SE-10 SE-11 Cleared Areas Flat pad graded areas Graded slope areas K Trenching/Excavation ;< Stockpiling f^jA Driliing/Bonng ///A Conduit/Pipe Installation ^jC Substmcture/Pad lnstallation'74' Paving ///A- Staging Area ^frt ^ Existing onsite vegetated Drainage flow onto site jJf/i^ Dramage flows off of site >< X > Y Drainage at top of slope Other (list)- Page 7 of 10 Trer 2 Site Assessment Fom 3/24/08 Traclcing Control BMPs BMP Description Stabilized Construction Ingress/Egress Stabilized Construcion Roadway Ingress/Egress Tire Wash CASQA Designation Construction Activity V TR-1 TR-2 TR-3 Site Access potnt(s) X Staging area access point(s) Maintenance access roads to BMPs/^/jh Other (list) Page 8 of 10 Tier 2 Site Assessment Fom 3/24/08 ••0 I o o B (D 1 Concrete or Stucco work i Solid waste handling 1 including trash and j^]^ i debns removal ' CP 3. Q. CD 1 CD 3 0 n 5" a 1 0) CD 3. 3 O :5 Jb Hazardous Substance Management ^v** Equipment Maintenance and Fuelinq £2 0) 1 Site Housekeeping A'/f 1 Wire, Cable & /v(/v Connector Installation 5" < 3 O 5. "a? Concrete flatwork yl/i 1 i" i| 3 £E. 03, 0 3. 3 =9. 03 0 3 3 CD 1 i_andscaping & Imgation 1 CASQA Designation Construction Activity & Site Conditions BMP Description -> y NS-1 Water Conservation Practices NS-2 Dewatering Operations NS-3 Paving and Gnnding Operations NS-4 Temporary Stream Crossing NS-5 Clear Water Diversion NS-6 Illicit Connec^tion/Discharge NS-7 Potable Water/Irrigation NS-8 Vehicle and Equipment Cleaning NS-9 Vehicle and Equipment Fueling NS-10 Vehicle and Equipment Maintenance NS-11 Pile Driving Operations NS-12 Concrete Curing NS-13 Concrete Finishing NS-14 Matenal and Equipment Use NS-15 Demolition Adjacent to Water NS-16 Temporary Batch Plants o is i 3 &} 3 U ta o 3 (D 3 If 3 "D Waste Management and Materials Pollution Control BMPs BMP Description -> Material Delivery and Storage Materiai (Jse ' Stockpile Management 1 Spill Prevention and Control Solid Waste Management Hazardous Waste Management Contaminated Soil Management Concrete Waste Management Sanitary/ Septic Waste Management Liquid Waste Management CASQA Designation ~> Construction Activity And Site Conditions WM-1 ' CM ! WM-3 WM-4 ' WM-5 i WM-7 CO WM-9 WM-10 Landscaping & Imqaton Dnliing/Bonng Concrete/Asphalt Sawc:utting A/A Concrete flatwork Paving Wire, Cable & Connector Installation^/^ Site Housekeeping ^J/i Staging Area n/f/^ Equipment Maintenance and Fueling/i# Hazardous Substance Managements^ Dewatenng /\/fA Steam crossing Matenal delivery /i///r Solid waste handling including trash and debns removal Concrete or stucco work Temporary porta-potties other (list) Page 10 of 10 Tier 2 Site Assessment Form 3/24/08 CITY OF CARLSBAD STORM WATER COMPUANCE FORM - TIER 2 CONSTRUCTION SWPPP E-30 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www carlsbadca gov I am applying to the City of Carlsbad for one or more of the following type of construction permit(s) Q^rading Permit 0Building Pennit • Right-of-Way Permit My projecl does not meet any of the following cntena for a project that poses a significant threat to storm water quality ^ My project does not include cleanng, gradmg or other ground disturbances resulting in soil disturbance totaling one or nnore acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas, and, My project is not part of a phased development plan that wilt cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas, and, ^ My project is not located inside or within 200 feet of an environmentally sensitive area and will not have a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-storm water dtscharge(s) My project requires preparation and approval of a Tier 2 Construction Stonn Water Pollution Prevention Plan (SWPPP) because my project meets one or more of the foDowing cntena demonstrating that the project potentially poses a moderate threat to storm water quality project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code), and/or, • My Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and, my project meets one or more of the following additional cntena • Project IS located within 200 feel of an environmentally sensitive area or the Pacific Ocean, • Project's disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, • Project's disturbed area ts located along or within 30 feet of a storm drain mlet, an open drainage channel or watercourse, and/or • Project Will be initiated dunng the rainy season or will extend into the rainy season (Oct. 1 through Apnl 30) I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT I AM SUBMITTING FOR CITY APPROVAL A TIER 2 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT 1 MUST ADHERE TO, AND AT ALL TIMES, COMPLY WITH THE CITY APPROVED TIER 2 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD This Box for City Use On/' Address < Assessor's Parcel Numbers Applicant Nam^ <^^^,^^ Applicant Title ApplicantJSieMturs?—N E-30 Page 1 of 1 REV 4/30/10 Development Services Land Development Engineenng 1635 Faraday Avenue ^ CITY OF BUILDING PLANCHECK - CHECKLIST Development Services Land Development Engineenng 1635 Faraday Avenue CARLSBAD E-36 760-602-2750 www carlsbadca gov ENGINEERING Plan Check for CB 12-645 Project Address 1373 Magnolia Av Review # 1 Date Apnl 23, 2012 APN 205-280-81-00 Project Descnption 3,066 SF SFD/712 SF GARAGE/175 SF DECK/168 SF Valuation 373,260.46 PORCH ON A VACANT LOT ENGINEERING Contact Linda Ontlveros Phone 760-602-2773 Email linda.ontiveros@carlsbadca.gov Fax 760-602-1052 X Any outstanding issues will be marked withi /\ I. Please make the necessary corrections to the plans or specifications for compliance with applicable codes and standards Submit corrected plans and/or specification to the Building division for resubmittal to the Engineering Division Items that conform to permit requirements are marked with [j/. ATTACHMENTS \ y I Engineenng Application Storm Water Form Right-of-Way Application/lnfo Sheet Reference Documents BY REMARKS: OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT DATE. Notihcation of Engineering APPROVAL has been sent to via on E-36 Page 1 of 6 REV 4/30/11 CB 12-645 Review # 1 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale Show \ / I North arrow Existing & proposed structures \ y j Existing street improvements Property lines (show all dimensions) [Z] Easements I •/ \ Right-of-way width & adjacent streets n ca m 17 '" I Driveway widths i i Existing or proposed sewer lateral Existing or proposed water service 1„ I Submit on signed approved plans DWG No Cl Show on site plan • X • X • [ / I Drainage patterns / I Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course I jADp THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" I / [Existing & proposed slopes and topography I Isi^e. location, alignment of existing or proposed sewer and water service(s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception Sewer and water laterals should not be located within proposed driveways, per standards Include on title sheet • • Z] Z] [Z] • Site address Assessor's parcel number Legal descnption/lot number For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc ) previously approved Show all existing use of SF and new proposed use of SF Example. Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No PARCEL 2 OF MAP 20955 Subdivision/Tract MS 10-04 Reference No(s) DWG 472-5A E-36 Page 2 of 6 REV 4/30/10 CB 12-645 Review # 1 2. DISCRETIONARY APPROVAL COMPLIANCE E/ I Project does not comply with the following engineering conditions of approval for project no CDP 12-02/PC RESOLUTION NO 6872" PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY FOR THIS RESIDENCE, DEVELOPER SHALL CONSTRUCT THE PRIVATE & PUBLIC IMPROVEMENTS AS SHOWN ON DWG 472-5A 3. DEDICATION REQUIREMENTS • [ j Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20.000 00 , pursuant to Carlsbad Municipal Code Section 18 40 030 For single family residence, easement dedication witi be completed by the City of Carlsbad, cost $605 00 Dedication required as follows PR 12-10 COVENANT OF EASEMENT RECORDED AS DOCff 2012-0096337 FM 10-04 PARCEL MAP RECORDED AS DOC#2012-0096336 4. IMPROVEMENT REQUIREMENTS 'I All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000 00. pursuant to Carlsbad Municipal Code Section 18 40 040 [ / i Public improvements required as follows IN PROCESS PER PRIVATE & PUBLIC IMPROVEMENT PLANS DWG 472-5A • • Constructton of the public improvements must be deferred pursuant to Carlsbad Municipal Code Sechon 18 40 Please submit a recent property title report or current grant deed on the property and processing fee "f $ .441 00 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notanzed and approved by the city pnor to issuance of a building permit [ / I Future public improvements required as follows NA E-36 Page 3 of 6 CB 12^645 Review # 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15 16 of the Municipal Code • • ca llnadequate information available on site plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This informatton must be included on the plans If no grading is proposed write. "NO GRADING" I I Grading Permit required NOTE The grading permit must be issued and rough grading approval obtained pnor to issuance of a building permit i i Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) All required documentation must be provided to your Engineering Construction Inspector, Grant Clavier 760-602-2780 x 7318 The inspector will then provide the engineenng counter with a release for the building permit ( , "„ „'l No grading permit required I I Minor Grading Permit required See additional comments under item #10 for compliance of minor grading permit approval, GR 12-11 (APPLICATION ATTACHED) 6. MISCELLANEOUS PERMITS ["Vn RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or pnvate work adjacent to the public nght-of-way Types of work include, but are not limited to street improvements, tree tnmming, dnveway construction, tying into public storm dram, sewer and water utilities Right-of-way permit required for E.36 Page 4 of 6 REV 6/30/10 CB 12-645 Review # 1 7. STORMWATER • • • Construction Compliance I "] Project Threat Assessment Form complete I i Enclosed Project Threat Assessment Form incomplete Tier 2 template link »» j t Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW ) I t Requires Tier 2 Storm Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Please download the template www carlsbadca gov/business/building/Documents/StormWaterTier2template pdf Post-Development fSUSMP) Compliance • n Identify one or more of the following Low | x | Impact development strategies on sheet Cl {~7~] Storm Water Standards Quesfionnaire complete Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the questionnaire and resubmit with next submittal I / I Project IS subject to Standard Storm Water Requirements See city Standard Urban Storm Water Management Plan (SUSMP) for reference http I/www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways I I Rainwater harvesting (rain barrels or cistern) I 1 Vegetated Roof i i Bio-retentions cell/rain garden i I Pervious pavement/pavers 1 i Flow-through planter/vegetated or rock drip line I I Vegetated swales or rock infiltration swales i I Downspouts disconnect and discharge over landscape ! I Other E-36 Page 5 of 6 REV 4/30/10 CB 12-645 Reviews 1 9. WATER METER REVIEW Domestic (potable) Use / • • What size meter is required*? Where a residential unit is required to have an automatic fire exfinguishing system, the minimum meter size shall be a 1" meter NOTE the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 8. FEES 3 I 1 yes [7] no Required fees have been entered in building permit Drainage fee applicable NA, PAID AT PARCEL MAP -SEE PM100004 Added square feet Added square footage in last two years'? Permit No Permit No Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire spnnklers required [V]yes no (is addition over 150' from center Ime) upgrade Q]] yes | |no No fees required [7] yes • yes • no FTI no 10. Additional Comments —PLANCHECK NO 1 SUMMARY— 1. SITE PLAN: Show proposed sewer lateral, water service, meter size (1") and drainage note Sheet (Cl) also requires owner and engineer signature 5 GRADING PERMIT REQUIREMENTS Complete gradmg permit application, {E-24 attached) 7 STORM WATER A) CONSTRUCTION COMPLIANCE-Download Tier 2 SWPPP Standard Template- www carlsbadca.gov/business/building/Documents/StormWaterTier2tempiate.pdf B) POST-DEVELOPMENT COMPLIANCE-ldentify one or more of the following Low Impact development strategies on sheet Cl for Standard Storm water requirements. Resubmit. (3) copies of corrected/signed sheet Cl (2) Copies of Tier 2 SWPPP (1) grading permit application (Form E-24) (1) copy of soils report E-36 Page 6 of 6 REV 4/30/10 Fee Calculation Worksheet ENGINEERING DIVISION CDP 10-02 (MS 10-04) MAGNOLIA AV RESIDENCE 2 Prepared by Linda Ontiveros Date 4/25/12 GEO DATA-LFMZ-1 /B&T:NA Address 1373 Magnolia Avenue Bldg Permits CB 12-645 Fees Update by Date Fees Update by Date RM/C EDU CALCULATIONS. List types and square footages for all uses Types of Use SFD Sq Ft/Units 3,066 EDU's 1.00 Types of Use Sq Ft/Units EDU's Types of Use Sq Ft/Units EDU's Types of Use Sq Ft/Units EDU's ADT CALCULATIONS: List types and square footages for all uses Types of Use SFD Sq Ft/Units 1 ADT's 10 EACH Types of Use Sq Ft /Units ADT's Types of Use Sq Ft /Units ADTs Types of Use Sq Ft/Units ADTs FEES REQUIRED Within CFD DYES (no bndge & thoroughfare fee m District #1, reduces Traffic Impact Fee) HNO 1 PARK-IN-LIEU FEE DNW QUADRANT QNE QUADRANT QSE QUADRANT CW QUADRANT ADT'S/UNITS X FEE/ADT =$ PAIDONPM100004 2 TRAFFIC IMPACT FEE ADT'S/UNITS 1 X FEE/ADT 2.750 =$ 2,750 3 BRIDGES THOROUGHFARE FEE • DiST#1 • DIST #2 • DIST #3 ADTS/UNITS X FEE/ADT =$ NA 4 FACILITIES MANAGEIVIENT FEE ZONE 1 ADTS/UNITS X FEE/SQFT/UNIT 0 =$ 0 5 SEWER FEE EDU's 1 00 X FEE/EDU 1.096 =$ 1,096 each BENEFIT AREA: EDU's X FEE/EDU =S 6 DRAINAGE FEES PLDA •HIGH •MED UM 1 iLOW ACRES X FEE/AC =$ PAIDONPM100004 7 POTABLE WATER FEES UNITS CODE CONN FEE METER FEE SDCWA FEE TOTAL 1 FS1 3,549 EA 403 ea 4,492 ea 8444 ea CITY OF ^ CARLSBAD Memorandum March 7, 2012 To: Chris Garcia, Project Planner From: Steve Bobbett, Project Engineer Subject: CDP 12-02; 1373 MAGNOLIA AVE; APN 205-280-81 The engineering department has completed its review of the project The engineering department is recommending that the project be approved, subject to the followmg conditions Engineering Conditions NOTE: Unless specifically stated in the condition, all of the following conditions, upon the approval of this proposed development, must be met prior to approval of a grading permit or building permit, whichever comes first General Prior to hauling dirt or construction materials to or from any proposed construction site within this project, developer shail apply for and obtain approvai from, the city engineer for the proposed haul route Grading 27 Based upon a review of the proposed grading and the grading quantities shown on the site plan, a minor grading permit for this project is required Developer shall prepare and submit a minor grading plan and technical studies/reports as part of the building plan check submittal package for city engineer review, and shall pay ail applicable grading pian review fees per the city's latest fee schedule 28 Developer shall apply for and obtain a minor grading permit from the city engineer Developer shall pay all applicable grading permit fees per the city's latest fee schedule and shali post security per City Code requirements 32 Developer shall comply with the city's Stormwater Regulations, latest version, and shall implement best management practices at all times Best management practices include Community 8i Economic Development - Land Development Engineering 1635 FaradayAve | Carlsbad, CA 92008 I 760-602-2740 I 760-602-1052 fax I www carlsbadca eov Page 1 of 15 but are not limited to pollution control practices or devices, erosion control to prevent silt runoff during construction, general housekeeping practices, pollution prevention and educational practices, maintenance procedures, and other management practices or devices to prevent or reduce the discharge of pollutants to stormwater, receiving water or stormwater conveyance system to the maximum extent practicable Developer shall notify prospective owners and tenants ofthe above requirements 35 Developer shall compiete and submit to the city engineer a Project Threat Assessment Form (PTAF) pursuant to City Engineering Standards Concurrent with the PTAF, developer shall also submit the appropriate Tier level Storm Water Compliance form and appropriate Tier level Storm Water Pollution Prevention Plan (SWPPP) as determined by the completed PTAF ali to the satisfaction ofthe city engineer Developer shall pay ail applicable SWPPP pian review and inspection fees per the city's latest fee schedule 38 Developer is responsibie to ensure that all final design plans (grading plans, landscape plans, building plans, etc.) incorporate all source control, site design and Low Impact Design (LID) facilities 39 Developer shall incorporate measures with this project to comply with Standard Stormwater Requirements per the city's Standard Urban Stormwater Management Plan (SUSMP) These measures include, but are not limited to 1) reducing the use of new impervious surfaces (e g paving), 2) designing drainage from impervious surfaces to discharge over pervious areas (eg turf, landscape areas), 3) and designing trash enclosures to avoid contact with storm runoff, all to the satisfaction of the city engmeer Dedications/Improvements 49 Prior to issuance of a certificate of occupancy, Developer shali construct the private and public improvements shown on DWG 472-5A. 62 Pnor to issuance of building permits, developer shall pay all fees, deposits, and charges for connection to public facilities Page 2 of 15 ^ STORM WATER «a» STANDARDS "^'^iz:^-^S::^ ^ CITY OF QUESTIONNAIRE leaS Faraday Avenue AD\ CRA Pi P ^4 760^602 2750 ^^rVI—JlJAALy www carisbadca gov INSTRUCTIONS To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment pnonty projects incorporate Permanent Storm Water Best Management Practices (BMP's) mto the project design per the City's Standard Urban Stormwater Management Plan (SUSMP) Initially this quesfionnaire must be completed by the applicant in advance of submitting for a devetopment applicafion (subdivision, discretionary permits and/or construction permits) The results ofthe questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project Depending on the outcome, your project wilt either be subject to 'Standard Stomnwater Requirements' or be subject additional cntena called 'Pnonty Development Project Requirements' Many aspects of project site design are dependent upon the storm water standards applied to a project Applicant responses to the quesfionnaire represent an inifial assessment of the proposed project conditions and impacts City staff has responsibility for makmg the final assessment after submission of the development applicafion If staff determines that ttie questionnaire was incorrecfiy filted out and is subject to more stnngent storm water standards than initially assessed by the applicant, this will result m the return of the development application as incomplete In this case, please make the changes to the questionnaire and resubmit to the City If applicants are unsure about the meaning of a question or need help in determming how to respond to one or more of the questions, they are advised to seek assistance from Land Development Engineenng staff A separate completed and signed quesfionnaire must be submitted for each new development application submission Only one completed and signed quesfionnaire is required vk^en multiple development applicafions for the same project are submitted concurrently In addition to this questionnaire, applicants for constructton permits must also complete, sign and submit a Project Threat Assessment Form to address construction aspects ofthe project Please answer the questions below, follow the instructions and sign the form at the end 1 Is your project a significant redeveiopmenf^ DEFINITION: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impen/ious surface on an already existing developed site Significant redevelopment includes, but is not limited to the expansion of a building footpnnt, addition to or replacement of a structure, structural development including an increase in gross floor area and/or extenor construction remodeling, replacement of an impervious surface that is not part of a routine maintenance activity, and land disturbing activities related with structural or impervious surfaces Replacement of impenfious surfaces includes any activity that is not pari of a routine maintenance activity where impervious matenal(s) are removed, exposing underlying soil dunng construction If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2 If your project IS NOT considered significant redevelopment, then please proceed to Section 1 E-34 Page 1 of 3 REV 3/23/10 «3» CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www carlsbadca gov SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following cntena YES NO 1 Housina subdivisions of 10 or more dweilina units Examoles sinale family homes, multi-familv homes, condominium and apartments 2 Commerctal - areater than 1-acre Anv develooment other than heaw industn/ or residential Examples hosoitals. laboratones and other medical facilities, educational institutions, recreational facilities, municipal facilities, commercial nurseries, multi-apartment buildings, car wash fecilities. mini-malls and other business complexes, shopping malls, hotels, office buildings, public warehouses, automotive dealerships, airfields, and other light industrial facilities 3 Heavv Industrial / Industrv- areater than 1 acre Examples manufactunna plants, food processina plants, metal working facilities, pnnting plants, and fleet storage areas (bus, truck, etc) 4 Automotive repair shoo A facility cateaorized in any one of Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539 5 Restaurants Any facility that sells prepared foods and dnnks for consumption, indudina stationary lunch counters and refreshment stands selling prepared foods and dnnks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numenc sizing cntena requirements and hydromodification requirements 6 Hillside development Anv develooment that creates 5.000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or greater 7 Environmentallv Sensitive Area (ESA)^ All develooment located within or directly adiacent^ to or discharqinq directly"* to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site to 10% or more of its naturally occurring condition 8 Parkina lot Area of 5.000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff 9 Streets, roads, hiahwavs. and freewavs Anv oaved surface that is 5.000 square feet or areater used for the transportation of automobiles, trucks, motorcycles, and other vehicles 10 Retail Gasoline Outlets Sen/inq more than 100 vehicles per dav and greater than 5.000 square feet 11 Coastal Develooment Zone Anv proiect located within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10% / 12 More than 1-acre of disturbance Proiect results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project* 1 Environmentally Sensitive Areas indude but are not limited to all Clean Water Act Section 303(d) impaired water bodies, areas designated as Areas of Speaal Biological Significance by the Slate Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), water bodies designated with the RARE benefiaal use by the State Water Resources Control Board (Water Quality Contrd Plan for the San Diego Basin (1994) and amendments), areas designated as preserves or their equivalent under the Multi Speoes Conservation Program within the Cities and County of San Diego and any otiier equivalent environmentally sensitive areas which have been identified by the Copemiittees 2 'Directly adjacent means situated within 200 feet of the Environmentally Sensitive Area 3 "Discharging directly to' means outflow from a drainage conveyance system that is composed entirely of flows from the sutifect development or redevelopment site, and not commingled with flow from adjacent lands 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels In general these indude all projects that contnbute to an exceedance to an impaired vrater body or whtch create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertlizers and pestiades In most cases linear pathway projects that are for infrequent vehicle use such as emergency or maintenance access or for pedestnan or bicycle use. are not considered Pollutant-generating Development Projects if they are buiH with pervious surfaces or if they sheet flow to surroundirw] pervious surfaces Section 1 Results. If you answered YES to ANY of the questions above your project is subject to Priority Development Project requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Sedon 3 A Storm Water Management Plan, prepared in accordance with Crty Storm Water Standards, must be submitted at time of application If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements Please check the "does nol meet PDP requirements" box in Section 3 Yes E-34 Page 2 of 3 REV 3/23/10 CITY CARLSBAD O F STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Engineering Department 1635 Faraday Avenue 760-602-2750 www carlsbadca gov SECTION 2 SIGNIFICANT REDEVELOPMENT Complete the questions below regarding your redevelopment project YES NO 1 Project results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project (see definrtion in Section 1) If you answered NO, please proceed to question 2 If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below 2 Is the project redeveloping an existing pnonty project type"? (Pnonty projects are defined in Section 1) If you answered YES, please proceed to question 3 If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS Please check the "does not meet POP requirements" box in Section 3 below 3 Is the project solely limited to just one of the following a Trenching and resurfacing associated with utility work"? b Resurfaang and reconfigunng existing surface parking lots' c New sidewalk construction, pedestrian ramps, or bike lane on public and/or pnvate existing roads'? d Replacement of existing damaged pavemenf? If you answered NO to ALL of the questions, then proceed to question 4 If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements" box in Section 3 below 4 Will your redevelopment project create, replace, or add at least 5,000 square feet of impen/ious surfaces on an existing development or, be tocated wrthin 200 feet of the Pacific Ocean and (1 )create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on the property by more than 10%' If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS Please check the "does not meet PDP requirements" box in Section 3 below SECTION 3 Questionnaire Results • My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater cnteria per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP Applicant Information and Signature Box JIas Box for City Use Only Address 13 77 Magnolia Ave Assessor's Parcel r4umber{s) 205-280-^'a--00 Applicant Name /V^iv p^fv-rf 'Scci^ ^Ai^^ 57y2c^ Applicant,Si0^ture M//^ 12012 E-34 Page 3 of 3 REV 3/23/10 ^ CITY CARLSBAD O F STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Department 1635 Faraday Avenue 76a602-2719 www carlsbadca gov I am applying to the City of Carlsbad for the following type(s) of construction permit ^ Building Permit • Right-of-Way Permit • My project is categoncaity EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following pemit types Electncal Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Pato/Deck Re-Roofing Sign Spa-Factory Spnnkler Water Discharge Project Storm Water Threat Assessment Criteria* No T/ireaMssessme/i( Criteria • My project qualifies as NO THREAT and is exempt from ttie requirement to prepare a stomi water pollution prevention plan (SWPPP) because it meets the "no threat" assessment cntena on the City's Project Threat Assessment Worttsheet for Detennination of Construction SWPPP Tier Level My project does not meet any of the High. Moderate or Low Threat cntena descnbed below Tierl - Low Threat Assessment Cntena • My project does not meet any of the Significant or Moderate Threat cntena, is not an exempt pennit type (See list above) and the project meets one or more of the following cntena • Results in some soil disturbance, and/or • Includes outdoor construction activities (such as roofing, saw cutting, equipment washing, matenal stockpiling, vehicle fijeling, waste stockpiling) Tier 2 - Moderate Threat Assessment Cntena B My project does not meet any of the Significant Threat assessment Cntena descnbed below and meets one or more of the foltowing cntena • Project requires a grading plan pursuant to tfie Carisbad Grading Ordinance (Chapter 15 16 of the Carisbad Municipal Code), or, • Project will result in 2,500 square feet or more of soils disturtiance including any associated constnjcbon staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following cntena • Located within 200 feel of an environmentally sensitive area or the Pacific Ocean, and/or • Disturt)ed area is located cm a slope with a grade at or exceeding 5 honzontal to 1 vertical, and/or • Disturbed area is located along (x within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • Constnjction will be initiated dunng the rainy season or will extend into the rainy season (Oct 1 through Apnl 3D) Ye S . T/er3 - • • • Significant Threat Assessment Cntena My project includes cleanng, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres induding any associated constmction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas and/or My prefect is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated constuction staging, equipment storage, refijeling and maintenance areas or, My project is located inside or within 200 teet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contibuting pollutants to nearby receiving waters by way of stonn water mnoff or non-storm water discharge(s) / certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation ofa construction SWPP, I must sbll adhere to, and at all times dunng constrt/cbon activities for the pemiit type(s} check above comply with the storm water best management practices pursuant to Tide 15 of the Carlsbad Municipal Code and to City Standards 'The Crty Engineer may aulhonze minor vanances from tha Storm Water ITireat Assessment Cntena in special an:ums(ances wtiere it can be shown that a lesser or higher Conslnjctcn SWFTT* Tier Level e waneinted Project Address Assessor Parcel No 13 77 Magnolia Ave. 205-280-^2-00 Owner/Owner's Authonzed Agent Name Scot C.Sandstrom Tide President Owner/Ouners AuttK)rizeil Agen I Signature Date /^ft., t. (c? ,2012 CityQwicurrence kf . j Date:! iBfWs ONO jZo 4/24/)^ Project ID B-24 Page 1 of 1 Rev 03/09 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST o u o • • ^ • • Plan Ctneck No CBI2-0646 Address 1377 Magnolia Avenue Planner Chris Garcia Ptione f760) 602- 4622 APN 205-280-82:00 Type of Project & Use Sinale-Familv IHome Net Project Density 3 65 DU/AC Zoning R^l General Plan RLM Facilities Management Zone 1 CFD (in/out) #_Date of participation N/A Remaining net dev acres N/A Circle One Legend ^ Item Complete Q Item Incomplete - Needs your action Environmental Review Required: YES ^ NO • TYPE Exempt DATE OF COMPLETION 4/19/2012 Compliance with conditions of approval If not, state conditions which require action Conditions of Approval Discretionary Action Required: YES ^ NO • TYPE Coastal Development Permit APPROVAL/RESO NO 6873 DATE April 18. 2012 PROJECT NO CDP 12-03 OTHER RELATED CASES Compliance with conditions or approval If not, state conditions which require action Conditions of Approval Please submit a completed Notice of Restriction and a mylar of the site plan pert conditions 6 and 13 of Planning Commission Resolution 6873 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES H NO O CA Coastal Commission Authority'? YES • NO El tf 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) CDP 12-03 approved 4/18/2012 Habitat Management Plan Data Entry Completed'? YES • NO • If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE') Inclusionary Housing Fee required YES • NO |EI (Paid with MS 10-04) (Effective date of Inclusionary Housing Ordinance - May 21, 1993 ) Data Entry Completed'? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') Housing Tracking Form (form P-20) completed. YES^ NO • N/A • Rev 6/11 Site Plan Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, nght-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes) Provide legal descnption of property and assessor's parcel number • Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES • NO 2 Project complies YES • NOO • Zoning: • • • 1 Setbacks Front Required 20' Shown 33 34' Intenor Side Required 9 08' Shown 13 08'/20 68' Street Side Required N/A Shown N/A Rear Required 18 16' Shown 27 87' Top of slope Required N/A Shown N/A 2 Accessory structure setbacks Front Required Shown Intenor Side Required Shown Street Side Required Shown Rear Required Shown Structure separation Required Shown 3 Lot Coverage Required <40% Shown 20 1% 4 Height Required <30' Shown 24'11 5" 5 Parking Spaces Required 2 enclosed Shown 3 enclosed in garage {breakdown by uses for commercial and industnal projects required) Residential Guest Spaces Required 0 Shown 0 Additional Comments In addition to submitting the mylar and Notice of Restnctton, please submit the Housing Tracking Form (form P-20) OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE Rev 6/11 ^ CITY OF CARLSBAD HOUSING DEVELOPMENT TRACKING P-20 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www carlsbadca gov The following information is required by to the State of California to track new housing development for all income levels Please complete this form to the best of your knowledge and submit prior to building permit issuance Project Name Project Address Tract/Permit No APN Structure Description. Q Single-Family • Single-Family + 2DU Q Two - Four Unit • 5 + Unit Structure • 2nd Dwelling Unit • Mobile Home (new spaces added) • Remodel/Reconstruction (new dwelling units added) • Commercial/Residential (mixed-use) Project's planned initial occupancy is for • Rental occupant • Owner occupant Do you intend to use this property as your personal residence'? • Yes O No If yes, please provide the estimated market value Will an affordable housing deed restnction be recorded on the property*? Which units in the project will be deed restricted'? • Yes • No Please indicate the number of units for each bedroom type that will be provided and a price range Individual responses will not be shared with outside parties. Number of units for sale Bedrooms per unit Price range (low and high) Studios $ 1 bd $ 2bd $ 3bd $ 4 + bd $ Number of units for rent Bedrooms per unit Rent range (low and high) Studios $ 1 bd $ 2bd $ 3bd $ 4 + bd $ OWNER(S) (Last, First, Middle Initial or Firm Name) ADDRESS CITY, STATE, ZIP TELEPHONE SIGNATURE DEVELOPER(S) ADDRESS CITY, STATE, ZIP TELEPHONE (Last. First, Middle Initial or Finn Name) DATE P-20 Page 1 of 1 Revised 10/10 5 9 10 11 25 26 27 28 ^ PLANNING COMMISSION RESOLUTION NO. 6872 2 A RESOLUTION OF THE PLANNING COMMISSION OF THE 3 CITY OF CARLSBAD, CALIFORNIA, APPROVING A COASTAL DEVELOPMENT PERMIT TO ALLOW FOR THE CONSTRUCTION OF A NEW 3,066 SQUARE FOOT SINGLE- FAMILY RESIDENCE WITH AN ATTACHED THREE-CAR GARAGE ON A 0 19-ACRE LOT LOCATED AT 1373 6 MAGNOLIA AVENUE, WITHIN THE MELLO II SEGMENT OF THE LOCAL COASTAL PROGRAM AND LOCAL 7 FACILITIES MANAGEMENT ZONE 1 CASE NAME MAGNOLIA AVENUE RESIDENCE 2 CASE NO.. CDP 12-02 WHEREAS, New Point Investment 22, LLC, "Developer/Owner," has filed a venfied application with the City of Carlsbad regarding property descnbed as ("the Pioperty"), and J2 Parcel 2 of Parcel Map No. 20955, in the City of Carlsbad, County of San Diego, State of California, filed in the office of 13 the County Recorder of San Diego County, February 21, 2012 as Instrument No. 2012-0096336 of Official Records 14 15 15 WHEREAS, said verified application constitutes a request for a Coastal 17 Development Permit as shown on Exhibits "A" - "F" dated April 18, 2012, on file in the ^° Planning Division, MAGNOLIA AVENUE RESIDENCE 2 - CDP 12-02, as provided by 19 Chapter 21 201.040 ofthe Carlsbad Municipal Code, and 20 WHEREAS, the Planning Commission did, on April 18, 2012, hold a duly 22 noticed public hearing as prescribed by law to consider said request, and 23 WHEREAS, at said public hearing, upon hearing and considering all testimony 24 and arguments, if any, of all persons desiring to be heard, said Commission considered all factors relating to the Coastal Development Permit NOW, THEREFORE. BE IT HEREBY RESOLVED by the Plannmg Commission of the City of Carlsbad as follows A) That the foregoing recitations are true and correct i 2 B) That based on the evidence presented at the public heanng, the Commission 3 APPROVES MAGNOLIA AVENUE RESIDENCE 2 - CDP 12-02 based on the following findings and subject to the following conditions. 4 5 11 27 Findings; 6 1 That the proposed development is in conformance with the Certified Local Coastal Program and all applicable policies in that the development consists of the construction 7 of a new single-family dwelling unit on a previously graded lot is consistent with the Mello II Land Use Plan designation of RLM. The proposed two-story, single-family dwelling unit is compatible with the surrounding one and two-story single-family 9 structures. The two-story residence will not obstruct views of the coastline as seen from public lands or the public right-of-way, nor otherwise damage the visual 10 beauty of the coastal zone. No agricultural uses currently exist on the site, nor are there ^ny sensitive resources located on the property. In addition, the proposed single-family dwelling unit is not located in an area of known geologic instability or 12 flood hazards. Since the site does not have frontage along the coastline, no public opportunities for coastal shoreline access are available from the subject site. 13 Furthermore, the residentially-designated site is not suited for water-oriented recreation activities. 14 The proposal is in conformity with the public access and recreation policies of Chapter 3 of the Coastal Act in that the property is not located adjacent to the shore and therefore the project will not interfere with the public's right to physical access to the sea and the site is not suited for water-oriented recreational acfivities 17 The project is consistent with the provisions ofthe Coastal Resource Protection Overlay 18 Zone (Chapter 21 203 of the Zoning Ordinance) in that the project will adhere to the City's Master Drainage Plan, Grading Ordinance, Storm Water Ordinance, Standard Urban Storm Water Mitigation Plan (SUSMP), and Jurisdictional Urban Runoff 2Q Management Program (JURMP) to avoid increased urban runoff, pollutants, and soil erosion No steep slopes or native vegetation is located on the subject property and the 21 site IS not located m an area prone to landslides, or susceptible to accelerated erosion, floods, or hquefaction 22 The project is not located between the sea and the first public road parallel to the sea, and therefoie, is not subject to the provisions of the Coastal Shoreline Development Overlay 24 Zone (Chapter 21 204 of the Zoning Ordinance) 25 5 That the City Planner has determined that the project belongs to a class of projects that the State Secretary for Resources has found do not have a significant impact on the 26 environment, and it is therefore categoncally exempt from the requirement for the preparation of environmental documents pursuant to Section 15303(a) (construcfion of one single-family residence in a residential zone) of the state CEQA Guidelines In 28 makmg this determination, the City Planner has found that the exceptions listed in Section 15300 2 of the state CEQA Guidehnes do not apply to this project PC RESONO 6872 -2- 6 The project is not located in the Coastal Agricultural Overlay Zone, according to Map X 2 of the Land Use Plan, certified September 1990 and, therefore, is not subject to the provisions of the Coastal Agnculture Overlay Zone (Chapter 21.202 of the Zoning 3 Ordinance) 5 4 7 The project is consistent with the Citywide Facilities and Improvements Plan, the Local Facilities Management Plan for Zone 1, and all City public facility policies and ordinances The project includes elements or has been conditioned to construct or 5 provide funding to ensure that all facilities and improvements regarding sewer collection and treatment; water, drainage, circulation, fire, schools, parks and other recreational 7 facilities, libraries, govemment administrative facilities; and open space, related to thc project will be installed to serve new development prior to or concurrent with need Speciflcally, 9 a. The project has been conditioned to provide proof from the Carlsbad Unified School 10 District that the project has satisfied its obUgation for school faciUties 1 f b The Public Facility fee is required to be paid by Council Policy No 17 and will be 12 15 25 26 28 collected prior to the issuance of building permit 13 8 The Planning Commission finds that the project, as conditioned herem, is m contormance with the Elements of the City's General Plan based on thc facts set forth in 14 the staff report dated April 18, 2012 including, but not limited to the following The project site has a Residential Low-Medium Density (RLM) General Plan Land Use designation. The RLM Land Use designation allows the development of one-family J g dwellings at a density of 0-4 dwelling units per acre with a Growth Management Control Point (GMCP) of 3.2 dwelling units per acre. The project's density (3.65 17 du/ac) was previously evaluated at the subdivision level (1369 Magnolia Avenue Parcel Map - PCD 10-02 / CDP 10-28 / MS 10-04) and is within the RLM density range of 0-4 du/ac; however, it is slightly above the RLM GMCP of 3.2 du/ac which is utilized for the purposes of calculating the City's compliance with Govemment Code Section 65863. The three lot subdivision processed under PCD 10-02 / CDP 10- 20 28 / MS 10-04 was found to be .38 units above the Growth Management unit yield for this RLM designated property. Consistent with the General Plan and Policy No. 21 43, .38 DUs have already been withdrawn from the City's excess dwelling unit bank for this site. 22 23 9 The Planning Commission has reviewed each of the exactions imposed on the Developer contained in this resolution, and hereby finds, in this case, that the exactions are imposed 24 to mitigate impacts caused by or reasonably related to this project, and the extent and the degree of exaction is in rough proportionality to the impact caused by the project Conditions: 27 Note Unless otherwise specified herein, all conditions shall be satisfied pnor to issuance of building permits PC RESO NO 6872 -3- ^ ' If any of the following conditions fail to occur, or if they are, by their terms, to be 2 implemented and mamtained over time, if any of such conditions fail to be so implemented and mamtained according to their terms, the City shall have the right to 3 revoke or modify all approvals herein granted, deny or further condition issuance of all future building permits, deny, revoke, or further condition all certificates of occupancy ^ issued under the authonty of approvals herem granted, record a notice of violation on the ^ property title, institute and prosecute litigation to compel their compliance with said conditions or seek damages for their violafion No vested rights are gained by Developer 6 or a successor m interest by the City's approval of this Coastal Development Permit. 7 2. Staff is authorized and directed to make, or require the Developer to make, all corrections and modifications lo the Coastal Development Permit documents, as necessary to make them internally consistent and in conformity with the final action on the project 9 Development shall occur substantially as shown on the approved Exhibits. Any proposed development, different from this approval, shall require an amendment to this approval 10 Developer shall comply with all applicable provisions of federal, state, and local laws and ^ ^ regulations in effect at the time of building permit issuance. 12 If any conditions for construction of any public improvements or facilities, or the 13 payment of any fees in-lieu thereof, imposed by this approval or imposed by law on this Project are challenged, this approval shall be suspended as provided in Govemment Code 14 Section 66020. If any such condition is determined to be invalid, this approval shall be mvalid unless the City Council determines that the project without the condition complies with all requirements of law 16 Developer/Operator shall and does hereby agree to indemnify, protect, defend, and hold 17 harmless the City of Carlsbad, its Council members, officers, employees, agents, and representatives, from and against any and all liabilities, losses, damages, demands, claims and costs, including court costs and attomey's fees incurred by the City arising, directly or indirectly, from (a) City's approval and issuance of this Coastal Development Permit, (b) City's approval or issuance of any permit or action, whether discretionary or 20 nondiscretionary, m connection with the use contemplated herein, and (c) Developer/Operator's installation and operation of the facility permitted hereby, 21 including without limitation, any and all liabilities ansing from the emission by the facility of electromagnetic fields or other energy waves or emissions This obligation survives until all legal proceedings have been concluded and continues even if the City's 23 approval is not validated 22 24 6 Developer shal! submit to the City Planner a reproducible 24" x 36" mylar copy of the Site Plan reflecting the conditions approved by the final decision-making body 25 7 Developer shall include, as part of the plans submitted for any permit plancheck, a reduced legible version of all approving resolution(s) in a 24" x 36" blueline drawing 27 format (mcludmg any applicable Coastal Commission approvals) 28 PC RESO NO 6872 -4- " Prior to the issuance of a building permit, the Developer shall provide proof lo the City 2 Plaimer from the Carlsbad Unified School District that this project has satisfied its obligation to provide school facilities. 3 4 5 This project shall comply with all conditions and mitigation measures which are required as part ofthe Zone 1 Local Facilities Management Plan and any amendmenis made to that Plan prior to the issuance of building permits 6 10 Buildmg permits will not be issued for this project unless the local agency providing water and sewer services lo the projecl provides written certification to lhe City lhal 7 adequate water service and sewer facilities, respectively, are available to the project at the lime of the application for the building permit, and that water and sewer capacity and facilities will continue lo be available until the lime of occupancy 9 11 The applicant shall apply for and be issued building permits for this project wilhm two 10 (2) years of approval or this Coastal Development Permit will expire unless extended per ^ ^ Section 21 201 210 of the Zoning Ordinance 12 12 Developer shall pay the citywide Public Facilities Fee imposed by City Council Policy #17, the License Tax on new construction imposed by Carlsbad Municipal Code Section 13 5 09 030, and CFD #1 special tax (if applicable), subject lo any credits authorized by Carlsbad Municipal Code Section 5 09 040 Developer shall also pay any applicable Local Facilities Management Plan fee for Zone 1, pursuanl lo Chapter 21 90 All such taxes/fees shall be paid al issuance of building permit If lhe taxes/fees are nol paid, this approval will not be consistent with the General Plan and shall become void 16 13 Prior to the issuance of the building permit, Developer shall submil lo the Cily a Notice 17 of Restnction executed by the owner of the real property to be developed Said notice is lo be filed in the office of the County Recorder, subject to the satisfaction of the City Planner, notifying all interested parties and successors in interest lhal the City of Carlsbad 19 has issued a Coastal Development Permit by Resolution No 6872 on the property Said Notice of Restricfion shall note lhe property description, location of the file containing 20 complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the Notice of Restriction The City Planner has the authonty lo execute and record an amendment to the notice which modifies or lemiinales 22 said notice upon a showing of good cause by the Developer or successor in interest 23 Engineering: 24 Note Unless specifically slated in the condition, all of the following conditions, upon the approval ofthis proposed development, must be met prior to approval of a grading pennil or building permit, whichever comes first General 25 26 27 „ 14 Prior to hauling dirt or construction malenals to or from any proposed construction site within this project, developer shall apply for and oblain approval fi-om, the city engmeer for the proposed haul route. PC RESO NO. 6872 -5- Grading 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Based upon a review ofthe proposed grading and the grading quantities shown on the sile plan, a minor grading permit for this projecl is required Developer shall prepare and submit a minor grading plan and technical studies/reports as part of the building plan check submittal package for city engineer review, and shall pay all appUcable gradmg plan review fees per the city's latest fee schedule Developer shall apply for and obtain a minor grading permit fi:om the city engineer Developer shall pay all applicable grading permil fees per the city's latest fee schedule and shall post secunty per City Code requirements 17 Developer shall comply with the city's Stormwater Regulations, latest version, and shall implement best management practices al all limes Best management practices include but are not limited to pollution control practices or devices, erosion control lo prevent sill runoff during construction, general housekeeping practices, pollution prevention and educational practices, maintenance procedures, and other management practices or devices lo prevent or reduce the discharge of pollutants lo stormwater, receiving water or stormwater conveyance system lo the maximum extent practicable Developer shall notify prospective owners and tenants of the above requirements 18 Developer shall complete and submit lo the city engineer a Project Threat Assessment Form (PTAF) pursuant lo City Engineering Standards Concurrent with the PTAF, developer shall also submit the appropriate Tier level Storm Water Compliance form and appropnate Tier level Storm Water Pollution Prevention Plan (SWPPP) as determined by the completed PTAF all to the satisfaction of the cily engineer Developer shall pay all applicable SWPPP plan review and inspecfion fees per the city's latest fee schedule 19 Developer is responsible to ensure that all final design plans (grading plans, landscape plans, building plans, etc) incorporate all source conlrol, site design and Low Impact Design (LID) facilities 20 Developer shall incorporate measures with this projecl lo comply with Standard Stormwater Requirements per the city's Standard Urban Stormwater Managemeni Plan (SUSMP) These measures include, bul arc nol limited to 1) reducing the use of new impervious surfaces (e g paving), 2) designing drainage from impervious surfaces to discharge over pervious areas (e g. turf, landscape areas), 3) and designing trash enclosures to avoid contact wilh storm runoff, all lo the satisfaction of the city engineer Dedications/Improvements Prior to issuance of a cerfificate of occupancy, Developer shall construct fhe private 26 ?Sr- public improvements shown on DWG 472-5A. 27 22 Prior to issuance of building permits, developer shall pay all fees, deposits, and charges for connection lo public facilifies 28 PC RESO NO. 6872 -6- ^ Code Reminders: 2 23 Approval of this request shall not excuse compliance with all applicable sections of the 3 Zonmg Ordinance and all olher applicable City ordinances in effect at lime of building permit issuance, except as otherwise specifically provided herein 4 24 Premise identification (addresses) shall be provided consistent with Carlsbad Municipal Code Section 18.04.320. 6 7 NOTICE Please take NOTICE that approval ofyour project mcludes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to for convenience as 9 "fccs/exactions You have 90 days from date of final approval to protest imposition of these fees/exactions. If 11 you protest them, you must follow the protest procedure set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for 12 processing in accordance wilh 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 13 annul their imposition 14 You are hereby FURTHER NOTIFIED lhal your nghl to protest the specified fees/exaclions 15 DOES NOT APPLY to water and sewer connection fees and capacity charges, nor planning, zoning, grading, or olher similar application processing or service fees m connection with this 16 project, NOR DOES IT APPLY lo 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 18 19 20 21 22 23 24 25 26 27 28 PC RESO NO. 6872 -7- 1 2 3 4 5 6 7 8 9 10 U 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 PASSED, APPROVED, AND ADOPTED al a regular meeUng of the Planning Commission of the City of Carlsbad, CaUfornia, held on April 18, 2012, by the following vote, to wit AYES Chairperson Schumacher, Commissioners Amold, Black, L'Heureux, Nygaard and Siekmann NOES. ABSENT: Commissioner Scully ABSTAIN ICHAEL SCHUMACHER, Chairperson CARLSBAD PLANNING COMMISSION ATTEST L2L DON NEU City Planner PC RESO NO, 6872 ERNEST J. DRONENBURG, JR, SAN DIEGO COUNTY ASSESSOR/RECORDER/CLERK 1600 PACIFIC HIGHWAY, ROOM 103 SAN DIEGO CALIFORNIA 92101-2480 Telephone (619) 531-5588 TENTATIVE ASSESSMENT PARCEL NUMBERS REQUEST (THIS 1-ORM IS FOR INTERNAL OFFICE USE ONLY) DATE 12/23/2011 SUBDIVISION, PARCEL MAP, &C0ND0IV1INIUM NAME MINOR SUBDIVISION NO 10-04 PARCEL NUMBER OR LEGAL DESCRIPTION. 205-280-16-00 DEPUTY NAME REIN ANTHONY GALEOS OWNER (or authorized agent) NAME CHRIS CIREMELE TELEPHONE 619-685-2504 Digitally signed by Rein Anthony Galeos DN cn=Rein AmhonyGaleos/i^ SIGNED Date 2011 1223 1203 14 0800' TELEPHONE ADDRESS 760-489-2200 OWNER'S TELEPHONE (If signed by agent) FOR MAPPING USE ONLY Q URGENT REQUEST, REASON 1^ STANDARD REQUEST Q HANDLE AS TIME PERMITS LOT, PAR &UNIT# PHASE TAPN 1 LOT, PAR & UNIT# PHASE TAPN 1 1 LOT, PAR &UNIT# 1 ALL RECOF DS HAVE Bl :EN END HERE*" PHASE TAPN 205-280-80-00 205-280-81-00 205-280-82-00 ALL RECORDS HAVE BEEN END HERE * * (FORM M-2TAPN} Page 1 of 1 Carlsbad Fire Department ^^^iB^^^ COPY Plan Review Requirements Category RESDNTL , SFD Date of Report 04-23-2012 Reviewed by / Name NEW POINTE COMMUNITIES Address ATTN SCOT SANDSTROM STE 230 16880 WEST BERNARDO DR SANDIEGO CA 92127 Permit # CBl20646 Job Name MAGNOLIA SPEC HOME- 2948 SF Job Address 1377 MAGNOLIA AV CBAD INCOMPLETE—The item yuu have submitted for roviow lo moomplBto Al Ihio time, this offico cannot' 'ddtqualcly Loiiduut a levitw tu duluiiiiiiL tomplianco with the applicable codes and/or Dlandardo Ploaoo roviow cAi'cfull> all comments attachcd-^^tease-resubmit thc ncccssar>' plans ond^o^peeiftcatiefl^T-wrth-ehangcs "cloudc 'to this office for roviow and approval Conditions: Cond CON0005372 [MET] APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD TNSPECTION 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 04/23/2012 By df Action AP IHHOVATIVE STRUCTURAL ENGINEERING 29970 Technology Drive, Suite 212 Murneta, CA 92563 Phone (951)600-0032 Fax (951)600-0036 www tnnovativeStructuralEng com Structural Calculations for ^377 MAGNOLIA AVENUE PARCEL 3 Carlsbad, California APN ~ ZO$' -2ibo - g 2^ -^o Owner/ISE Client New Pointe Communities, Inc. 16880 W Bernardo Drive, Suite 230 San Diego, CA 92127 March 14, 2012 ISE Project* 12-1667 INMOVATIVE STRUCTURAL ENGINEERING 29970 Technology Dnve, Suite 212 Murneta, CA 92563 Phone (951)600-0032 Fax (951)600-0036 www InnovaliveStructuralEng com PROJECT INFORMA TION: Project Name Project Address 1377 MAGNOLIA AVENUE PARCEL 3 Carlsbad, California APN ~ Latitude/Longitude 33 1574/-117 33264 ISE Project Manager e-mail Shane Lothrop Shane@lnnovativeStructuralEna com Applicable Building Code 2010 California Building Code Project Descnption Residential Single-Family Structure GRAVITY DESIGN LOADS: ROOF: Roofing Matenal (Tile) 15/32" APA Sheathing Framing Members Drywall Miscellaneous DEAD (D) LIVE (Lr) 12 0 1 5 3 0 2 5 1 0 20 0 20 0 psf psf psf psf psf (Plumbing, Mechanical) psf psf RESIDENTIAL FLOOR Finish Floor Matenal 50 psf 23/32" APA Sheathing 25 psf Framing Members 3 0 psf Drywall 2 5 psf Lightweight Concrete 00 psf Miscellaneous 20 psf DEAD (D) 15 0 psf LIVE (L) 40 0 psf psf (Plumbing, Mechanical) INMOVATIVE STRUCTURAL ENGINEERING 29970 Technology Drive, Suite 212 Murneta, CA 92563 Phone (951)600-0032 Fax (951)600-0036 www InnovativeStrucluralEng com DESIGN PARAMETERS: SOIL DESIGN PARAMETERS Geotechnical Engineer Advanced Geotechnical Solutions, Inc Geotechnical Report Number 1201-02-B-2 Report Date March 21, 2012 Allowable Soil Beanng Pressure 2,000 psf Expansion Index (El) LOW Plasticity Index (PI) NP Anticipated Differential Settlement 3/8" Soil Sulfate Content Negligible Soil Corrosivity to Ferrous Metals Mild Allowable Passive Pressure 250 psf (Max XX psf) Active Pressure 45 psf SEISMIC DESIGN PARAMETERS. Soil Site Class Short Penod Spectral Acceleration, Ss Long Penod Spectral Acceleration, Si Occupancy Category Importance Factor, le D 1 274g 0 480g 1 0 Per Soils Report or Assumed D USGS USGS WIND DESIGN PARAMETERS Wind Design Speed, 3s Gust Building Wind Exposure Importance Factor, Iw 85 1 0 mph (ASCE 7-05) Innovative Structural Engineering INNOVATIVE 29970 Technology Dr, #212 Murrieta, CA 92563 (951) 600-0032 ENGINEERING ^ jnnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALCINC 1983-2011, Build 6116 23, Ver 611 623 | 1 Lie. # : KW-0600807S Licensee : innovative structural engineering, inc. (ise) Descnption 1 - HDR at Front of Master Bed Matenal Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Tensfon Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling iLevel Truss Joist TimberStrand LSL 1 55E 2,325 0 psi 2,325 0 psi 2,050 0 psi 800 0 psi 310 0 psi 1,070 0 psi £ Modulus of Elasticity Ebend-xx 1,550 0 ksi Eminbend-xx 787 82 ksi Density 32 210pcf D(0 2525) Lr(0 2525) 3 5x11 875 Span = 12 250 ft Applied Loads Beam self weight calculated and added to loads UniformLoad D = 0020, Lr=0020ksf, Tributary Width = 12 625 ft, (Roof) _DESJG_N SUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allov/abte = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered Load Factors will be applied for calculations Design OK 0 484 1 3 5x11 875 1,407 32psi 2,906 25psi +0+Lr++H 6125ft Span # 1 0 170 in 0 000 in 0 347 in 0 000 in Maximum Stiear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio - 862 Ratio = 0 <360 Ratio = 423 Ratio = 0 <360 0 246 1 3 5x11 875 95 50 psi 367 50 psJ +0+Lr+H 11 270ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd Cp/V Cr Cm Cl Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length = 12 250 ft 1 0 342 0174 0 900 1000 1000 1000 1000 4 91 716 38 2,092 50 135 48 61 279 00 •lO-tLr-tH 1000 1000 1000 1 000 Length = 12 250 ft 1 0 484 0 246 1250 1 000 1000 1000 1 000 9 65 1,407 32 2,906 25 265 95 50 387 50 +O+0 750Lr-K) 750L+H 1 000 1000 1000 1 000 Length = 12 250 ft 1 0 425 0 216 1 250 1000 1000 1 000 1000 8 46 1,234 59 2,906 25 2 32 83 78 387 50 +D+0 750Lr-K) 750L-K) 750W+H 1000 1000 1000 1 000 Length = 12 250 ft 1 0 332 0169 1600 1000 1 000 1000 1 000 846 1.23459 3,720 00 2 32 83 78 496 00 +O+0 750Lr-H3 750L+O 5250E4+H 1000 1 000 1000 1 000 Length = 12 250 ft 1 0 332 0169 1600 1000 1000 1000 1000 846 1,234 59 3.720 00 2 32 83 78 496 00 Overall Maximum Deflections -Jnfactored Loads Load Combina&on span ^tax •-•Defl Location in Span Load Combinabon Max '+"Defl .ocabon in Span 1 0 3470 6186 00000 OOOO Innovative Sbuctural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murrieta, CA 92563 ——(951)600-0032 ENGINEERING ^ innovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALCINC 198^2011 BulB 6 11 6 23, VerS 11 6 23 \ • Lie. # : KW-0600t07t Licensee : : innovative structural engineering, inc. (ise) 1 Descnption 1 - HDR at Front of Master Bed Vertical Reactions -Unfactored Support notaton Far left is #1 Values in KIPS Load Combinabon Support 1 Support 2 Overall MAXimum DOnly LrOnly D-H.r 3150 1604 1 547 3150 3150 1604 1 547 3150 Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 (951) 600-0032 www InnovativeStructuralEng com STUUCTURAL ENGINEERING Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 [Wood Beam File W\1541\Etigineenng\1&41catcul3Uonsec6 b ENERCALC.IMC 1983-2011, Build 6119 30, Ver6119 30 | • Lie. # : KW-Oe0OSO78 Licensee : innovative structural engineering, inc. (is*) Descnption 2 - Drop Bm at Front of Master Bed Matenal Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combinaton 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling iLevel Truss Joist Parallam PSL 2 OE 2,900 0 psi 2,900 0 psi 2,900 0 psi 750 0 psi 290 0 psi 2,025 0 psi E Modulus of Elasticity Ebend-xx 2,000 Oksi Eminbend-xx 1,016 54ksi Density 32 210pcf D(01167) Lr(01167) 2" 7x11 875 Span = 21 50 ft Applied Loads Beam self weight calculated and added to toads Uniform Load D = 0 020, Lr = 0 020 ksf. Tnbutary Width = 5 835 fl DESIGN SUMMARY^ ^ „ Maximum Bending Stress Ratio = 0 293 1 Section used for this span 7x11 875 I fb Actual = 1,062 05psi FB Allowable = 3,625 OOpsi j Load Combination +0+Lr+H ' Location of maximum on span = 10750ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 289 in I Max Upward L+Lr+S Deflection 0 000 m j Max Downward Total Deflection 0 625 m i Max Upward Tota! Deflection 0 000 in Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load ComtJination Location of maximum on span Span # where maximum occurs Ratio = 891 Ratio = 0 <360 Ratio = 412 Ratio = 0 <360 Design OK 0123 1 7x11 875 44 48 psi 362 50 psi +0+ir+H 0000 ft Span U 1 Maximum Forces & Stresses for Load Combinations Load Combinabon Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Cr Cm Ct CL M ft) Fb V fv Fv +0 000 0 00 000 000 Lengtti = 21 50 ft 1 0 218 0092 0 900 1000 1000 1000 1000 1 000 7 82 570 20 2610 00 1 32 23 88 261 00 40+Lr+H 1000 1000 1000 1000 1 000 000 0 00 000 000 Lengtti = 21 50 ft 1 0 293 0123 1 250 1000 1000 1 000 1000 1 000 14 56 1,062 05 3625 00 247 44 48 362 50 4W)750Lr-»O750L+H 1 000 1000 1 000 1000 1000 000 0 00 000 0 00 Length = 21 50 ft 1 0 259 0109 1250 1000 1000 1000 1000 1000 12 87 939 09 3625 00 218 39 33 362 50 +{W) 750Lr-^ 750L+0 750W-m 1000 1000 1000 1000 1000 000 0 00 000 000 Lengtti = 21 50 ft 1 0 202 0085 1600 1000 1000 1000 1000 1000 1287 93909 4640 00 218 39 33 464 00 tO+O 750Lr+O 750L+O 5250E+H 1000 1 000 1000 1000 1 000 0 00 000 000 000 Lengtn = 21 50 fl 1 0 202 0 065 1600 1000 1000 1000 1000 1000 1287 93909 464000 218 3933 464 00 Overall Maximum Deflections - Unfactored Loads Load Combmaljon Span Max '-' Defl Locabon in Span Load Combinabon Max Defl Locabon in Span 0 6251 10 858 0 0000 OOOO Innovative Staictural Engineenng IN N D VAT IV E 29970 Technology Or, #212 Murneta, CA 92563 STRUCTURAI ENGINEERING (951)600-0032 www InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam Rle W\1541\Englneenng\1541caiculatlonsec6 • ENERCALC, INC 1983-2011 BuiBSII 930, Ver611930 | • Lie. # : KW-0eOOtO78 Licensee : innovative structural engineering, inc. (ise) 1 Description 2 • Drop Bm ai Front of Masler Bed Vertical Reactions -Unfactored Support notation Far left is #1 Values in KIPS Load Combinabon Support 1 Support 2 Ov^all MAXimum DOnly LrOnly D+Lr 2 709 1454 1255 2 709 2 709 1454 1 255 2709 Innovative Structural Engineenng NNDVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 (951)6000032 ENGlNEEfllNG ^ innovatveStTUCturalEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam File w\1541\Engineerlng\1541 calciilabonsec6 k ENERCALCINC 19B3-2Q11 Build611623 Ver611 623 | lLic.#: KW-0«00t078 Licensee : innovative structural engineenng, inc. (ise) Descnption 3 - HDR at Rear of M Bath Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species iLevel Truss Joist Wood Grade TimberStrand LSL 1 55E Beam Bracing Beam is Fully Braced against iateral-torsion buckling D(1 5) Lr(1 39) Fb -Tension 2325 psi E Modulus of Elasticity Fb - Compr 2325 psi Ebend-xx 1550 ksi Fc -PrII 2050 psi Eminbend - xx 787 815 ksi Fc -Perp 800 psi Fv 310 psi Ft 1070 psi Density 32 21 pcf D(01)Lr(01) D(0 f) Lr(0 1) Span = 5 250 ft Applied Loads Beam self weight catoulated and added to loads Uniform Load D = 0 020, Lr = 0 020 ksf, Tributary Width = 5 0 ft Point Load D = 1 50, Lr = 1 390 k @ 3 333 ft Uniform Load D = 0 020, Lr = 0 020 ksf. Extent = 0 0 -» 3 333 ft, Jnbutaiy Width = 5 0 ft DESIGN SUMMARY . Service loads entered Load Factors will be applied for calculations Maximum Bending Stress Ratio Section used for thts span ft) Actual FB Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0 379 1 3 5x9.25 1,101 93psi 2,906 25psi +0+Lr-4H 3 334 ft Span # 1 0 027 in 0 000 in 0 055 m 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on ^an Span # where maximum occurs Design OK 0 291 1 3 5x9 25 112 71 psi 387 50 psi +0+Lr+H 4489 ft Span # 1 Ratio Ratio Ratio Ratio 2363 0<360 1142 0 <360 Maximum Forces & Stresses for Load Combinations Load Combinabon Segment Length Span# Max Stress Ratios '~U v~ Summary of Moment Values Summary of Shear Values C d C F/V Mactual ftnlesign Fb-allow Vacbial fv-design Fv-allow Lengtti = 5 250 ft 1 0 272 0 209 0 900 1000 1000 1 000 1 000 2 37 569 83 2.092 50 1 26 58 28 279 00 •fO+Lr+H 1000 1000 1000 1000 Lengtti = 5 250 ft 1 0 379 0 291 1250 1000 1000 1000 1000 458 1,101 93 2,90625 2 43 11271 387 50 +O+O750Lr+0 750L+H 1 000 1000 1000 1 000 Length = 5 250 ft 1 0 333 0 256 1250 1000 1000 1000 1000 403 968 91 2,906 25 214 9910 387 50 -t{Wl 750Lr+0 750L-*O 750W-*H 1000 1 000 1000 1000 Lengtti-5 250 ft 1 0 260 0 200 1600 1000 1 000 1000 1 000 403 968 91 3.720 00 214 9910 496 00 -tOtO 750Lr-K) 750L-tO 5250E+H 1000 1000 1000 1000 Length = 5 250 fl 1 0^60 0200 1600 1000 1000 1000 1000 403 968 91 3,72000 214 9910 496 00 Innovative Stmctural Engineering INN0VATIVE 29970 Technology Dr, #212 Mumeta, GA 92563 STRUCTURAL (951)600-0032 ENGINEERING ^ innovativeStmcturalEng com Title Grange Hall Rd C^nr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 I Wood Beam Rle w\1541^ngioeenng\1541 ca!culationsec6 k ENERCALCINC 1983 2011,Buikl G 11 623 Ver611 6 23 1 iLic. # : KW-0«00»078 Licensee : : innovative structural engineenng, inc. (ise) 1 Descnption 3 - HDR at Rear of M Batti Overall Maximum Deflections - tJnfactored Loads Load Combinabon Span Max Defl Locabon in Span Load Combination Max •+" Defl Locabon in Span D+Lr 1 00551 2 756 0 OOOO 0 000 Vertical Reactions - Unfactored Support notabon Far left is #1 Values in KIPS Load Combinabon Support 1 Support 2 Overall MAXimum 2 054 D Only 1 057 LrOnly 0 998 D+Lr 2 054 2 590 1 340 1 251 2 590 Innovatve Structural Engineenng INHOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 STfltlCTURAt ENGINEERING (951)600-0032 www InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 Wood Beam —,—. _ .———-— —— — "—1 ENERCW-C INC 1983-2011, BuiW 611 6 23, Ver6116 23 1 1 Lie. # : KW-0600807« Licensee : innovative structural engineering. Inc. (ise) Descnpfton 4 - HDR at Left of Bed 4 Hall Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Douglas Fir - Larch No 2 Fb Tension 875 0 psi £ Modulus of Elasticity Fb Compr 875 0 psi Ebend-xx 1,300 0 ksi Fc PrII 600 0 psi Eminbend - xx 470 Oksi Fc Perp 625 0 psi Fv 170 0 psi Ft 425 0 psi Density 32 210pcf DfO 265) Lr(0 265) 4x8 Span = 5 0 ft Applied Loads Beam self weight calculated and added lo loads Unifomi Load D = 0 020, Lr = 0 020 ksf. Tributary Width = 13 250 ft DESIGN SUMMARY _ _ Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deftection Max Upward L+Lr+S Deflection Max Downward Total Defiection Max Upward Total Deflection Service loads entered Load Factors will be applied for calculations Design OK 0 461 1 4x8 655 15psi 1,421 88psi +0+Lr++H 2500fl Span # 1 0 026 in 0 000 in 0 053 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combinaton Location of maximum on span Span # where maximum occurs 0 283 1 4x8 60 16 psi 212 50 psi +D+Lr+H 0000 ft Span # 1 Ratio Ratio Ratio Ratio 2307 O<360 1141 0 <360 Maximum Forces & Stresses for Load Combinations Load Combinabon Segment Length Span# Max Sb'ess Ratios Cd CpA/ Cr Cm Ct Summary of Moment Values Summary of Shear Values Load Combinabon Segment Length Span# M V Cd CpA/ Cr Cm Ct Mactual ftMlesign Fb-allow Vactual v-design Fv-allow +D Length = 5 0 ft 1 0 323 0199 0 900 1 300 1000 1 000 1000 0 85 331 05 1,023 75 0 51 30 40 153 00 +0+Lr+W 1 300 1000 1000 1 000 Length = 5 0 ft 1 0 461 0 283 1 250 1300 1 000 1000 1000 167 655 15 1.421 88 102 60 16 212 50 +D-tO 7501/40 750L+H 1 300 1 000 1 000 1000 Lengtti = 5 0 ft 1 0404 0 248 1250 1 300 1000 1000 1000 147 574 12 1,421 88 0 89 52 72 212 50 +D+0 750Lr-*O 750L4{) 750W+H 1 300 1 000 1000 1 000 Length = 5 0 ft 1 0 315 0194 1600 1300 1000 1000 1000 147 574 12 1,820 00 089 52 72 272 00 +O+0 750Lr+0 750L+0 5250E+H 1300 1000 1000 1000 Lengtti = 5 0 ft 1 0 315 0194 1600 1 300 1000 1000 1000 147 574 12 1,820 00 0 89 52 72 272 00 Overall Maximum Deflections -Unfactored Loads Load CombinaBon Span Max '-• Defl Locabon in Span Load Combinabon Max '+"Defl Locabon in Span D+Lr 1 0 0525 2 525 0 0000 OOOO Innovative Sfructural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 (951) 600-0032 www InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Slory Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALCINC 1983-2011,Bulk)611 623 Ver611623 | I Lie. # : KW-0600«078 Licensee : : innovative structural engineering, inc. (ise) 1 Descnption 4 - HDR at Left of Bed 4 Hall Vertical Reactions - Unfactored Support notabon Far left is #1 Values in KIPS Logd Combinabon Support 1 Support 2 OveriTMAXtmum DOnly Lr Only D-M.r 1339 0 677 0 663 1339 1 339 0 677 0 663 1339 Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 rT„|.rr,|R., Murneta, CA 92563 STRUCTURAL ^g^^jg^jQ_QQ32 ENGINEERING www InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALC INC 1983-2011 Bmid 6116 23, Ver611 6 23 \ iLic. # : KW-0600S07I Licensee : innovative structural engineering, inc. (ise) Descnption 5 - HDR at Left of Bed 5 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-C5 Wood Species Douglas Fir - Larch Wood Grade No 2 Beam Bracing Beam is Fully Braced against lateral-torsion buckling Fb Tension 875 0 psi E Modulus of Elasticity Fb Compr 875 0 psi Ebend-xx 1,300 Oksi Fc PrII 600 0 psi Eminbend - xx 470 Oksi Fc Perp 625 0 psi Fv 170 0 psi Ft 425 0 psi Density 32 210pcf D(0 23) Lr(0 23) Span = 6 250 ft Applied Loads ___ Beam self weight calculated and added to loads Uniform Load D = 0 020, Lr = 0 020 ksf, Tributary Width = 11 50 ft DESIGN SUMMARY _ . „ _ _ _ Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflecbon Service loads entered Load Factors will be applied for calculations Design OK 0 62e 1 4x8 889 90 psi 1,421 88psi +0+Lr+H 3125ft Span # 1 0 055 in Ratio 0 000 in Ratio 0 112 in Ratio 0 000 in Ratio Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs 1361 0<360 672 0<360 0 328 1 4x8 69 68 psi 212 50 psi +0+Lr+H 5656 ft Span # 1 Maximum Forces & Stresses for Load Combmations Load Combinabon Segment Lengtti Span# Max Sfress Ratios Cd CpA/ Cr C m Ct Summary of Moment Values Summary of Shear Values Load Combinabon Segment Lengtti Span# M V Cd CpA/ Cr C m Ct Madual ftxlesign Fb-allow Vacbial fv-design Fv-a!low -tD Lengtti = 6 250 ft 1 0 440 0 230 0900 1 300 1000 1 000 1000 115 450 37 1,023 75 0 60 35 26 153 00 •fO-tLr+H 1300 1000 1000 1 000 Lengtti = 6 250 ft 1 0 626 0 328 1 250 1 300 1 000 1000 1 000 2 27 889 90 1,421 88 118 69 68 212 50 +O-tO750Lr+0 750L+H 1300 1 000 1000 1 000 Length = 6 250 ft 1 0 549 0 287 1250 1300 1000 1000 1000 199 780 02 1,421 88 103 61 08 212 50 •tD-tfl 750Lr-K) 750L+O 1300 1000 1 000 1000 Length = 6 250 ft 1 0429 0 225 f 600 1300 JOOO 1000 iOoo 199 780 02 1,820 00 103 61 08 272 00 +D+0 750Lr+O 750L-*0 5250E+fl 1 300 1000 1000 1 000 Length = 6 250 ft 1 0 429 0 225 1600 1300 1000 1000 1000 199 780 02 1,820 00 103 61 08 272 00 Overall Maximum Deflections -Unfactored Loads Load Combinabon Span Max •-"Defl Locabon in Span Load Combinabon Max VDefl Locabon in Span D-M-r 1 01115 3156 0 0000 OOOO Innovative Structural Engineenng INNOVATIVE 299?0 Technology Dr, #212 Murneta, CA 92563 (951)600-^32 ENGINEERING ^ innovativeStmcturalEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Noles Job# 11-1541 1 Wood Beam ENERCALCINC 1983-2011. BuiM 6 11 6 23 VerS 11 S 23 \ I Lie. # : KW-0e00l07t Licensee : : innovative structural engineering, inc. (ise) 1 Descnption 5 - HDR at Left of Bed 5 Vertical Reactions - Unfactored Support notabon Far left is #1 Values in KIPS Load Combinabon Overall MAXimum DOnfy LrOnly D+Lr Support 1 r455~ 0 736 0 719 1455 Support 2 1"455~ 0 736 0 719 1455 Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 STRUCTURAL ^furneta, CA 92563 -(951)600-0032 ENGINEERING ^ InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALCINC 1983-2011, Build 611 6 23, Ver611 6 23 \ 1 Lie. # : KW-08008078 Licensee : innovative structural engineering, inc. (ise) Descnption 6 - Drop Bm at Front of Bed 5 Balcony Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Douglas Fir - Larch No 1 Beam Bracing Beam is Fully Braced against lateral-torsion buckling Fb Tension 1,350 0ps( E Modulus Elasticity Fb Compr 1,350 Opsi Ebend-xx 1,600 Oksi Fc PrII 925 0 psi Eminbend - xx 580 Oksi Fc Perp 625 Opsi Fv 170 0 psi Ft 675 0 psi Density 32 210 pcf 0(2 39) Lr(2 31) D(0 19) Lr(Q 19) Span = 8 0 ft Applied Loads ______ Beam self weight calculated and added to loads Point Load D = 2 390, Lr = 2 310 k @ 1 750 ft Uniform Load D = 0 020, Lr ^ 0 020 ksf, Tributary Width = 4 0 ft Uniform Load D = 0 020, Lr i: 0 020 ksf, Extent = 0 0 -» 1 750 ft, Tributary Width = 9 50 ft DESIGN SUMMARY Service loads entered Load Factors will be applied for calculations Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on spari Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0 672 1 6x10 1,133 16psi 1,687 50psi +0+Lr+H 1 760ft Span # 1 0 058 in 0 000 in 0 118 in 0 000 in Maximum Shear Stress Ratio Sechon used for thts span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0 612 1 6x10 130 09 psi 212 50 psi +D+lr+tl 0000 ft Span # 1 Ratio = Ratio = Ratio = Ratio = 1665 0<360 810 0 <360 Maximum Forces & Stresses for Load Combinations Load Combinaton Segment Lengtti Span# Max Stress Rabos M V Summary of Moment Values Summaiy of Shear Values CFA/ ' m t Mactual ftnlesign Fb-allow Vacbial fv-design Fv-allow Length = 8 0 ft 1 0 477 0 435 0 900 1 000 1 000 1 000 1 000 +0+Lr+H 1 000 1 000 1 000 1 000 Length = 8 0 ft 1 0 672 0 612 1 250 1 000 1 000 1 000 1 000 +0+0 750Lr+O 750L+H 1 000 1 000 1 000 1 000 Length = 8 0 ft 1 0 589 0 537 1 250 1 000 1 000 1 000 1 000 +D-t{) 750Lr+0 750L-K) 750W+H 1 000 1 000 1 000 1 000 Lengtti = 8 0 ft 1 0 460 0 420 1 600 1 000 1 000 1 000 1 000 +O+0 750Lr+O 750L+O 5250E+H 1 000 1 000 1 000 1 000 Length - 8 0 ft 1 0 460 0 420 1 600 1 000 1 000 1 000 1 000 399 579 16 1,21500 781 1,133 16 1,687 50 686 994 66 1,687 50 6 85 994 66 2,16000 686 994 66 2,16000 2 32 66 49 153 00 453 130 09 212 50 398 11419 212 50 398 114 19 27200 398 114 19 27200 Innovative Structural Engineenng |y mr INNOVATIVE 29970Technology Dr, #212 W lUL STRUCTURAL ,W (951)600-0032 in ^"^'"""'"^viAwwInnovatveStructuraEngcom Title GrangeHallRd Job# 11-1541 Dsgnr Project Desc 2-Story Custom Residence Project Notes 1 Wood Beam ENERCALC INC 1983-2011, BiiiM 6116 23, VerS 11 623 | • Lic.# : KW-06008078 Licensee : innovative structural engineering, inc. (ise) 1 Descnption 6 - Drop Bm at Front of Bed 5 Ba\cor\y Overall Maximum Deflections - Unfactored Loads Load Combinabon Span Max '-"Defl Locabon in Span Load Combinabon Max "+" Defl Locabon in Span D+Lr 1 01184 Vertical Reactions - Unfactored Load Combinabon Support 1 Support 2 3 640 Support notabon Far left is #1 0 OOOO 0 000 Values in KIPS Overall MAXimum DOnly LrOnly D+Lr 4951 2 530 2 421 4 951 1788 0 926 0 862 1 788 Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 Mumeta, CA 92563 (951)600-0032 ENGINEERING ^ InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALCINC 1933-2011 BuiH 611 6 23, Ver611 6 23 \ 1 Lie. # : KW-06008078 Licensee : innovative structural engineering, inc. (ise) Descnption 7 • Flush Bm over Garage Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade DF/DF 24F - V8 Beam Bracing Beam is Fully Braced against lateral-torsion buckling Fb Tension 2,400 0 ps( B Modulus of Elasticity Fb Compr 2,400 0 psi Ebend-xx 1,800 Oksi Fc Prii 1,650 0 psi Eminbend - xx 930 Oksi Fc Perp 650 0 psi Ebend-yy 1,600 Oksi Fv Perp 265 0 psi Eminbend - yy 830 Oksi Ft 1,100 Opsi Density 32 210pcf D(Q 17625) L(0 47) n(i fi) I r(1 t^R) D(Cf05) n(1fi)lr(1 5^ DfO 2525) LrfQ 2525) 0(0 2525) Lr(0 2525) • * • T • J. I 8 75x22 5 Span = 22 0 ft Applied Loads _^_^__ Beam self weight calculated and added to loads PointLoad D = 1 60, Lr= 1 550k@30ft Point Load D = 1 60, Lr = 1 550 k @ 15 333 ft Unifonn Load D = 0 020, Lr = 0 020 ksf, Extent = 0 0 -» 3 0 ft, Tnbutary Width = 12 625 ft Unifonn Load D = 0 020, Lr = 0 020 ksf. Extent = 15 333 -» 22 0 ft, Tributary Width = 12 625 ft Uniform Load D = 0 050 , Tributary Width = 1 0 ft, (Wall) Uniform Load D = 0 0150, L = 0 040 ksf, Tributary Width = 11 750 ft, (Floor) DESIGN SUMMARY Service loads entered Load Factors will be applied for calculations Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deftection 0 439 1 8 75x22 5 934 13psi 2,126 47psi +O+O750Lr+0750L+H 12 320ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0 281 1 8 75x22.5 74 39 psi 265 00 psi +O+0 750Lr+O 750L+H 0000ft Span # 1 0 238 m Ratio 0 000 in Ratio 0 406 in Ratio 0 000 in Ratio 1111 0<480 650 O<480 Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span # Max Sttess Rabos Summary of Moment Values Summary of Shear Values M V Cd CpA/ Cr C m Ct Madual ftKlesign Fb-allow Vacbial fv-design Fv-allow 0 213 0139 1 000 0 886 1 000 1000 1000 27 87 452 98 2,12647 482 36 75 265 00 0 886 1 000 1000 1000 0428 0 262 1 000 0 886 1000 1000 1000 56 04 910 94 2,126 47 911 69 44 265 00 0 886 1000 1000 1000 0 305 0 205 1000 0 886 1000 1000 1000 39 93 649 06 2,12647 712 54 25 265 00 0 886 1000 1000 1000 0 439 0 281 1000 0 886 1 000 1000 1000 57 47 934 13 2,12647 9 76 74 39 265 00 0 886 1000 1000 1000 0 374 0 231 1000 0 886 1000 1000 1000 48 96 795 85 2,12647 8 04 61 27 265 00 +0 Length = 22 Oft -M3+L+H Lengtti = 22 Oft +0+Lr+H Lengtti =22 Oft -fD+O750Lr+O750L+Fl Lengtti = 22 0 ft +O+0 750L+0 750S+W Lengtti-22 Oft Innovative Structural Engineenng IN NO VAT IV E 29970 Technology Dr, #212 Mumeta, CA 92563 (951)600-0032 ENGINEERING ^ InnovativeStructuralEng com Tftle Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 Wood Beam Description 7 - Flush Bm over Garage ENERCALC INC 1983-2011, BuiW 6 11 6 23, Ver611 6 23 Licensee : innovative structural engineering, ine. (ise) Load Combinabon Segment Length Span# Max Sb^ss Rabos Cd Cp/V Cr Cm Ct Summary of Moment Values Summary of Shear Values Load Combinabon Segment Length Span# M V Cd Cp/V Cr Cm Ct Mactual ft]-design Fb-allow Vacfeial fv-design Fv-allow +O+0 750Lr+O 750L4O 750W++H 0 886 1000 1 000 1000 Length = 22 0 ft 1 0 439 0 281 1000 0886 1000 1000 1000 57 47 934 13 2,12547 9 76 74 39 265 00 +D+0 750L40 750S+O 750W+H 0 886 1000 1000 1000 Lengtti = 22 0 ft 1 0 374 0 231 1000 0 886 1000 1000 1000 48 96 795 85 2,12647 8 04 61 27 265 00 +D+0 750Lr+O750L-K) 5250E+H 0 886 1000 1000 1000 Lengtti = 22 0 ft 1 0439 0 281 1000 0 886 1 000 1000 1 000 57 47 934 13 2,126 47 9 76 74 39 265 00 +O+0 750L+0 750S+0 5250E+H 0 886 1000 1000 1 000 Lengt/i = 22 0 ft J 0374 0231 1 000 0 886 1 000 1000 1 000 48 96 795 85 2,126 47 8 04 61 27 265 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max ••' Defl Locabon in Span Load Combination Max '+' Defl Locabon in Span D-M.+Lr Vertical Reactions - Unfactored 1 0 4057 11 220 Support notation Far left is #1 0 0000 Values in KIPS OOOO Load Combinabon Support 1 Support 2 Overall MAXimum DOnly LOnly LrOnly L-tLr D-hLr D+L D-»L+Lr 13 740 5 801 5170 2 769 7 939 8 570 10971 13 740 13 728 5 786 5170 2 772 7 942 8 558 10 956 13 728 Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 STRIirTltRAl CA 92563 ^I""^ (951) 600^032 ENGINEERING ^ InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam File w\1541\Engineenng\1541 calCLi1ationsec6 k ENERCALC, INC 1983-2011, BuiM 611 6 23, Ver6 11 6 23 1 |Lic.# : KW-06008078 Licensee : innovative structural engineering, inc. (ise) Descnption 8 - Flush Bm over Garage Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Oesign Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing DF/OF 24F - V8 Fb Tension 2,400 0 psi E Modulus of ElasUcity Fb Compr 2,400 0 psi Ebend-xx 1,800 Oksi Fc Pril 1,650 0 psi Eminbend - xx 930 Oksi Fc Perp 650 0 psi Ebend-yy 1,600 Oksi Fv 265 Opsi Eminbend-yy 830 Oksi Ft I.IOOOpsi Density 32 210pcf D(8 OIW^SIP) L(517) 8 75x22 5 Span = 23 50 ft Applied Loads Beam self weight calculated and added to loads PointLoad D = 6010, Lr=4930, L = 5170k@5833ft Uniform Load D = 0 0150, L = 0 040 ksf, Tnbutary Width = 3 0 ft PointLoad E = 3230k@550ft PESlGN_SUM_MAfiY ^ Maximum Bending Stress Ratio = Section used for Uiis span fb Actual = FB Allowable Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0 276 m Max Upward L+Lr+S Deflection 0 000 in Max Downward Total Deflection 0 492 in Max Upward Total Deflection -0 067 in Service loads entered Load Factors will be applied for calculations Design OK 0.52T 1 8 75x22 5 1,113 lOpsi 2,112 49psi +0+L+fl 5 875ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combmation Location of maximum on span Span # where maximum occurs 0 345 1 8.75x22 5 91 40 psi 265 00 pSi +0+L+H 0000 ft Span#1 Ratio Ratio Ratio Ratio 1021 0 <480 572 4178 Maximum Forces & Stresses for Load Combinations Load Combinabon Max Stress Rabos Summary of Moment Values Summaiy of Shear Values Segment Lengtti Span # M V Cd Cp/V Cr C m Cl Mactual ftxlesign Fb-allow Vactual fv-design Fv-allow +D Lengtti = 23 50 ft i 0 339 0 221 0 900 0 880 1000 1 000 1000 39 65 644 49 1,901 24 691 52 66 238 50 +0+L+H 0 880 1000 1 000 1000 Length = 23 50 ft 1 0 527 0 345 1000 0 880 1000 1 000 1 000 6848 1.11310 2,11249 1200 91 40 265 00 +D+Lr+H 0380 1000 1000 1000 Length = 23 50 ft 1 0 377 0 244 1250 0 880 1000 1 000 1000 6122 995 05 2,640 61 10 62 80 89 331 25 •tO+0 750Lr-*O 750L+H 0 880 1 000 1000 1000 Lengtti = 23 50 ft i 0 477 0 311 1250 0 880 1000 1000 1000 77 45 1,258 87 2,640 61 13 50 102 89 331 25 +D-1O 750L-K) 750S+fl 0 880 1000 1000 1000 Lengtti = 23 50 ft 1 0410 0 268 1 150 0 880 1000 1000 1000 6127 995 95 2,429 36 10 73 81 71 304 75 +1 126D+070E+H 0 880 1000 1000 1000 Lengtti = 23 50 ft i 0 260 0171 1600 0 880 1000 1000 1 000 53 97 877 30 3,379 99 9 51 72 49 424 00 +1 126D-0 70E+W 0880 1000 1000 1000 Innovative Structural Engineenng I NN 0 VAT IV E 29970 Technology Dr, #212 crniTrmnTT Mumeta, CA 92563 ^KIH?^ (951) 600-0032 ENGINEERING ^ InnovativeStructuralEng com TiUe Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 Wood Beam Lie. # : KW-06008078 Descnption 8 - Flush Bm over Garage File w\154HEngineenng\1541 cafculationsece • ENERCALCINC 1983-2011 Bulk) 6 11 6 23 Ver611 6 23 I Licensee : innovative structural engineering, inc. (ise) Load Combination S^ment Length Span # Max Sb'ess Rabos Cd Cp/V Cr Cm Cf Summaiy of Moment Values Summary of Shear Values Load Combination S^ment Length Span # M V Cd Cp/V Cr Cm Cf Mactual ftj-design Fb-allow Vactual hHlesign Fv-allow Lengtti = 23 50 ft 1 0170 0143 1 600 0 880 1 000 1000 1000 35 32 574 11 3,379 99 7 93 60 45 424 00 *0-^Q 750Lf+O 750L+O 750W-fH 0 880 1 000 1000 1000 Length = 23 50 ft 1 0 372 0 243 1 600 0 880 1 000 1 000 1000 77 45 1,258 87 3,379 99 13 50 102 89 424 00 -fO-tO 750L40 750S+0 750W*H 0 880 1000 1 000 1000 Lengtti =23 50 ft 1 0 295 0193 1600 0 880 1000 1000 1000 6127 995 95 3,379 99 10 73 81 71 424 00 -^1 095D+O 750Lr+O 750L+0 5250E 0 880 1000 1 000 1000 Lengtti = 23 50 ft 1 0424 0 278 1600 0 880 1000 1000 1000 8819 1,433 47 3,379 99 1546 117 77 424 00 +1 095D-HD 750Lr-K) 750L-0 5250E+ 0 880 1000 1000 1000 Length = 23 50 ft 1 0 357 0 249 1600 0 880 1000 1 000 1000 74 20 1,20608 3,379 99 13 85 105 52 424 00 +D+0 750L+O 750S+0 5250E+H 0 880 1000 1000 1 000 Lengtti = 23 50 ft 1 0 328 0 216 1600 0880 1000 1000 1000 6827 1,109 65 3,37999 1202 91 61 424 00 +O>0 750L-^ 750S^ 5250E-tfJ 0880 1000 1000 1000 Lengtti = 23 50 ft 1 0 261 0188 1600 0 880 1000 1000 1 000 54 28 882 25 3,37999 1045 79 61 424 00 *Q 4740D+O 70E+F1 0 880 1000 1000 1000 Lengtti = 23 50 ft 1 0135 0 090 1 600 0 880 1 000 1 000 1 000 2812 457 08 3,379 99 5 01 3815 424 00 +0 4740D-0 70E+H 0 880 1000 1000 1000 Lengtti = 23 50 ft 1 0 046 0 066 1600 0 880 1000 1000 1000 947 153 90 3,379 99 3 65 27 78 424 00 Overall Maximum Deflections - Unfactored Loads Load Combinabon Span Max '-"Defl Locabon in Span Load Combinabon Max "+• Defl Locabon in Span D+L+Lr Vertical Reactions - Unfactored 1 04923 10693 Support notabon Far left is #1 0 0000 Values in KIPS OOOO Load Combinabon Support 1 Support 2 Overall MAXimum 16 071 6 951 DOnly 7 068 3 034 LOnly 5 297 2 693 LrOnly 3 706 1 224 L+Lr 9 003 3 917 EOnty 2 474 0 756 -E Only -2474 -0756 D+Lr 10774 4 258 D-tL 12 365 5 728 D+L+Lr 16 071 6 951 D-tE 9 542 3 790 D-E 4 594 2 278 D+L+E 14839 6 484 D+L-E 9 891 4 972 D+Lr+E 13 248 5 014 D+Lr-E 8 300 3 502 Innovative Structural Engineenng INNOVATIVE 2^^0 Technology Dr, #212 irijjTZjjTT: Murneta, CA 92563 (951) 600-0032 ^'"'"^"'""^ www InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALC INC 19S3-2011 BuikJ 611 6 23 Ver611 6 23 \ 1 Lie. # : KW-OS008078 Licensee : innovative structural engineering, ine. (ise) Descnption 9 - HDR at Front of Garage Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combinaton 2009 IBC & ASCE 7-05 Wood Species Wood Grade iLevel Truss Joist TimberStrand LSL 1 55E Beam Braang Beam is Fully Braced against lateral-torsion buckling Fb Tension 2,325 0 psi E Modulus of Elasticty Fb Compr 2,325 0 psi Ebend-xx 1,550 Oksi Fc Pril 2,050 0 psi Eminbend - xx 787 82 ksi Fc Perp 800 0 psi Fv 310 Opsi Ft 1,070 0 psi Density 32 210pcf DfO 06) L(0 16) 3 5x14 Span = 16 250 ft Applied Loads Beam self weight calculated and added to loads Unrform Load D = 0 0150, L = 0 040 ksf, Tnbutary Width = 4 0 ft DESIGN SUMMARY _ _^ .„ Maximum Bending Stress Ratio = 0 344 1 Section used forthis span 3 5x14 tb Actual = 800 13psi PB Allowable = 2,325 OOpst Load Combination +0+i+H Location of maximum on span = 8125ft Span # wher^ maximum occurs - Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 204 in Max Upward L+Lr+S Deflection 0 000 in Max Downward Total Deftection 0 294 m Max Upward Total Deflection 0 000 m Maximum Forces & Stresses for Load Combinations Service loads entered Load Factors will be applied for calculations Ratio Raho Raho Ratio Maximum Shear Stress Ratio Sechon used for this span fv Actual Fv Allowable Load Combif)at)on Location of maximum on span Span # where maximum occurs 956 0<480 662 0 <480 Design OK 0159 1 3.5x14 49 40 psi 310 00 psi +D+i+W 0 000 ft Span # 1 Load Combinabon Segment Lengtti Span# Max Sfress Ratios Cd C F/V Cr Cm Ct Summaiy of Moment Values Summary of Shear Values Load Combinabon Segment Lengtti Span# M V Cd C F/V Cr Cm Ct Mactual ftj-design Fb-allow Vacbial fv-design Pv-allow +0 Lengtti = 16 250 ft 1 0106 0 049 1000 1 000 1000 1000 1 000 234 245 83 2,32500 050 1518 310 00 +0+L+H 1 000 1 000 1 000 1 000 Lengtti = 16 250 ft 1 0 344 0 159 1000 1 000 1 000 1 000 1 000 7 62 800 13 2,325 00 161 49 40 310 00 +O+0750Lr+0 750L+fi 1 000 1000 1000 1 000 Len9tti=16 25Qfl 1 0 285 0 132 1000 1000 1000 1000 1000 630 661 56 2,325 00 133 40 85 310 00 +O-t0750L+0 750S+H 1 000 1000 1000 1 000 Lengtti = 16 250 ft 1 0 285 0 132 1000 1 000 1000 1000 1 000 630 661 56 2,32500 133 40 85 310 00 +O-*0 750Lr+O 750L+0 750W-4i 1 000 1000 1000 1 000 Lengtti = 16 250 ft 1 0 285 0 132 1000 1000 1000 1000 1 000 630 661 56 2,325 00 133 40 85 310 00 +0-^0 750L-*0 750S-K1 750W+H 1 000 1000 1000 1 000 Length = 16 250 ft 1 0 285 0 132 1000 1 000 1000 1000 1 000 630 661 56 2 32500 133 40 85 310 00 +0-H3 75QU^ 750L+0 5250E+H 1 000 1 000 1 000 1 000 Lengtti = 16 250 ft 1 0 285 0 132 1000 1 000 1000 1000 1 000 630 661 56 2,32500 133 40 85 310 00 +C-K) 75QL-K) 750S+O 5250E+H 1000 1000 1000 1000 Innovative Structural Engineering INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 STRUCTURAL ENGINEERING (951)600-0032 vmw InnovabveStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALCINC 19B3-2011, BuiB 6 11 623 Ver611 6 23 | • Lie. # : KW-06008078 Licensee : innovative structural engineering, ine. (ise) 1 Descnption 9 - HDR at Front of Garage Load Combinabon Max Stress Rabos Summaiy of Moment Values Summary of Shear Values S^ment Lengtti Span# M V C^ CpA/ Cf Cf Mactual ftniesign Fb-allow Vactual fv-design Fv-allow Lengtti = 16 250 ft 1 0 285 0 132 1 000 Overall Maximum Deflections - Unfactored Loads 1 000 1 000 1 000 1000 630 661 56 2 325 00 1 33 40 85 310 00 Load Combinabon Span Max '-' Defl Locabon tn Span Load Combinabon Ivlax "+" Defl Locabon in Span D+L 1 0 2944 Vertical Reactions - Unfactored Load Combinabon Support 1 1206 Support notabon Far left is #1 0 0000 Values in KIPS OOOO Overall MAXimum DOnly LOnly D+L 1877 0 577 1300 1 877 Support 2 1'877~ 0 577 1 300 1877 Innovative Stmctural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta. CA 92563 {951)600-0032 ENGINEERING ^ InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 I Wood Beam ENERCALCINC 1983-2011, Bulk) 611 623, VerS 11 623 \ |LiC.#: KW-06008078 Licensee : innovative structural engineering, inc. (ise) Descnption 10 - Flush Rim at Front of Garage Material Properties Calculations per NDS 200S, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 (BC & ASCE 7-05 Wood Species Wood Grade Douglas Fir - Larch No 2 Beam Bracing Beam is Fully Braced against lateral-torsion buckling Fb - Tension 875 psi E Modulus of Elasticity Fb -Compr 875 psi Ebend-xx 1300 ksi Fc Pril 600 psi Eminbend - xx 470 ksi Fc Perp 625 psi Fv 170 psi Ft 425 psi Density 32 21 pcf D(0 015) L(Q 04) 2-2x10 Span= 17 250 ft Applied Loads Seam self weight calculated and added to loads Unifonn Load D = 0 0150, L = 0 040 ksf, Tnbutary Width = 1 0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span tb Actual = FB Allowable Load Combination Locabon of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deftection Max Downward Total Deflection Max Upwan] Total Deflecbon Service loads entered Load Factors will be applied for calculabons 0 663 1 2-2x10 638 58 psi 962 50 psi +0+L+H 8625ft Span#1 0 312 m 0 000 in 0 478 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Locabon of maximum on span Span # where maximum occurs Ratio = 662 Ratio = 0 <360 Ratio = 433 Ratio = 0 <360 Design OK 0154 1 2-2x10 26 25 psi 170 00 psi +0+L+H 0000 ft Span#1 Maximum Forces & Stresses for Load Combinations Load Combinabon Segment Lengtti Span# Max Stress Rabos Cd c PA/ Cr C m Ct Summaiy of Moment Values Summaiy of Shear Values Load Combinabon Segment Lengtti Span# M V Cd c PA/ Cr C m Ct Mattel ftnJesign Fb-allow Vacbial fv-design Fv-aliow +0 Lengtti = 17 250 ft 1 0 230 0 054 1 000 1 100 1 000 1000 1000 0 79 221 26 962 50 017 9 10 170 00 +D+L+H 1 100 1 000 1000 1 000 Lengtti = 17 250 ft 1 0 663 0 154 1 000 1 100 1 000 1000 1 000 2 28 638 58 962 50 049 26 25 170 00 -KJ-fO 750Lr-*O 750L++H 1 100 1000 1 000 1 000 Lengtti = 17 250 ft 1 0 555 0 129 1000 1 100 1 000 1000 1000 190 534 25 962 50 0 41 21 96 170 00 -hD-K) 750LtO 750S+H 1 100 1 000 1000 1000 Lengtti = 17 250 ft 1 0 555 0 129 1000 1 100 1000 1 000 1000 190 534 25 962 50 041 21 96 170 00 +0*0 750Lr-*O 750L-K) 750W41 1 100 1000 1000 1000 Lengtti = 17 250 ft 1 0 555 0 129 1000 1 100 1000 1000 1000 190 534 25 962 50 0 41 21 96 170 00 +0-tO 750L+0 750S+O 750W++i 1 100 1000 1 000 1 000 Lengtti = 17 250ft 1 0 555 0 129 1000 1 100 1000 1000 1000 190 534 25 962 50 041 21 96 170 00 +0-tfl 750Lr-K) 750L+O 5250E++1 1 100 1000 1000 1000 Lengtti = 17 250 ft 1 0 555 0 129 1000 1 100 1000 1000 1000 190 534 25 962 50 041 21 96 170 00 +O+0 750L-K) 750S-K1 5250E+H 1 100 1000 1000 1000 Innovative Structural Engineenng IN N 0 VAT IV E 299''0 Technology Dr, #212 Murneta, CA 92563 (951)600-0032 ENGINEERING ^ InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALC INC 1983-2Q11. BuiB 6 11 623 Ver611623 \ I Lie. # : KW-06008078 Licensee : innovative structural engineering, inc. (ise) j Descnpbon 10 - Flush Rim at Front of Garage Load Combinabon Max Stress Rabos Summary of Moment Values Summaiy of Shear Values Segment Lengtti Span # M V C j C PA/ C r C ni Ct Macbial fti-design Fb-allow Vactual fv-design Fv-allow Lengtti = 17 250 ft 1 0 555 0129 1 000 Overall Maximum Deflections - Unfactored Loads 1 100 1 000 1 000 1000 1 90 534 25 962 50 041 21 96 170 00 Load Combinabon Span Max "-' Defl Locabon in Span Load Combinabon Max '+" Defl Locabon in Span D+L 1 Vertical Reactions - Unfactored Load Combinabon Support 1 Overall MAXimum DOnly LOnly D+L 0 528 0183 0 345 0 528 0 4779 Support 2 0'528~ 0183 0 345 0 528 8 711 Support notabon Far left is #1 0 0000 Values in KIPS OOOO Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr,#212 CToiir>TMD«i Mumeta, CA 92563 ^IHEH!^ (951) 600-0032 ENGINEERING InnovativeStructuralEng com TiUe GrangeHallRd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam File «rt1541\Efigineenng\l541 calculadons ec6 k ENERCALCINC 1983-2011,Build6 11 623 Ver611 623 1 1 Lie. # : KW-0600807t Licensee : innovative structural engineering, ine. (ise) ] Descnpbon 11 - Floor Rim at Rear of Family Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing iLevel Truss Joist TimberStrand LSL 1 55E Fb Tension 2,325 Opsi £ Modulus of Elasticity Fb Compr 2,325 Opsi Ebend-xx 1,550 Oksi Fc Pril 2,050 Opsi Eminbend -XX 787 82 ksi Fc Perp 800 0 psi Fv 310 Opsi Ft 1,070 0 psi Density 32 210pcf D(ooi5)iiin®a?) Span = 6 50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load D ^ 0 020, Lr = 0 020 ksf, Tnbutary Width = 5 0 ft Unifomn Load D 0 050, Tnbutary Width = 1 0 ft UniformLoad 0^00150, L = 0040, Tributary Width = 1 0 ft PointLoad E= 1 632k@3750ft - DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Service loads entered Load Factors will be applied for calculations Design OK 0188 1 1 50 X14 0 699 36psi 3,720 OOpsi 1 095D+O 750Lr+O 750L+O 5250E++H Locabon of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deftection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 3738ft Span # 1 0 011 in 0 000 in 0 050 in -0 030 m Maximum Shear Stress Ratio = 0160 1 Section used for this span 1.50 X 14 0 fv Actual = 7918 psi Fv Allowable = 496 00 psi Load Combination +1 095D+O 750Lr+0 750L+O 5250E+FI Location of maximum on span = 5 363 ft Span # where maximum occurs = Span # 1 Ratio = 7316 Ratio = 0 <480 Ratio = 1556 Ratio = 2633 Maximum Forces & Stresses for Load Combinations Load Combinabon Segment Lengtti Span # +D Lengtti = 6 50 ft +D+L+H Lengtti = 6 50 ft +0+Lr+H Lengtti = 6 50 ft +D+0 750Lr+O750L+H Lengtti = 6 50 ft +D-.0 750L+0 750S+H Lengtti = 6 50 ft +1 126D-t<)70E+H Lengtti = 6 50 ft Max Sttess Rabos Cd Cp/V Cr C m Cl Summaiy of Moment Values Summary of Shear Values M V Cd Cp/V Cr C m Cl Mactual ft)-design Fb-allow Vactual ^-design Fv-allow 0105 0092 0 900 1000 1000 1000 1000 090 21948 2,09250 0 33 25 61 279 00 1000 1 000 1 000 1000 0117 0102 1000 1000 1000 1 000 1000 111 271 22 2,325 00 044 3164 310 00 1000 (000 1000 1000 0120 0105 1250 1 000 1000 1000 1 000 1 42 348 82 2,906 25 0 57 40 70 387 50 1 000 1000 1000 1000 0122 0107 1 250 1000 1 000 1000 1000 145 355 28 2,906 25 058 41 45 387 50 1000 1 000 1 000 1000 0097 0 085 1 150 1000 1000 1000 1000 105 258 28 2,673 75 042 3013 356 50 1000 1000 1 000 1000 0184 0153 1600 1000 1000 1000 1000 2 79 683 96 3,72000 106 75 91 496 00 Innovative Stmctural Engineenng IN N D VATI VE 29970 Technology Dr, #212 STRUCTURAL ""^"^'^•^^92563 (951)600-0032 ENGINEERING ^ InnovativeStructuralEng com TiUe Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 Wood Beam Lie. # : KW-Ofi00107t Descnption 11 - Floor Rim at Rear of Family File w\1541\Engineenng\1&11 cateulatons ec6 ENERCALC INC 1983-2011 BuikJ6 11 623 Ver611 623 Licensee : innovative structural engmeering, ine. (ise) Load Combinabon Max Sbess Rabos Summaiy of Moment Values Summary of Shear Values Segment Lengtti Span # M V Cd CpA/ Cr Cm Ct Mactual ftMlesign Fb-allow Vacbjal fv-design Fv-allow +1 1260^5 70E+H 1000 100O 1000 1000 Lengtti = 6 50 ft 1 0 054 0 083 1600 1000 1000 1000 1000 -0 82 200 81 3,720 00 058 4118 496 00 +O+0 750Lr+O 750L+O 750W+H 1000 1 000 1000 1000 Lengtti = 6 50 ft 1 0 096 0 084 1600 1 000 1 000 1000 1000 145 355 28 3,72000 058 4145 496 00 +D+0 750L+0 750S+O 750W+H 1000 1 000 1000 1000 Lengtti = 6 50 ft 1 0 069 0 061 1 600 1000 1000 1000 1000 105 258 28 3,72000 042 3013 496 00 +1 095D-K) 750U^O 750L-iO 5250E 1000 1000 1000 1000 Lengtti = 6 50 ft 1 0188 0160 1 600 1000 1000 1000 1000 286 699 36 3,72000 111 7918 496 00 +1 095D+0 750Lr-*0 750L-0 5250E+ 1 000 1000 1000 1000 Lengtti = 6 50 ft 1 0 038 0 073 1600 1000 1000 1 000 1000 0 58 142 85 3.720 00 0 50 36 02 496 00 +O-*0 750L+0 750S-*0 5250E+H 1000 1 ooo 1 000 1000 Lengtti = 6 50 ft 1 0157 0132 1 600 1000 1000 1000 1000 2 39 584 26 3,720 00 0 92 65 44 496 00 +D40 750L+0 750S-0 5250E++H 1000 1000 1 000 1000 Lengtti = 6 50 ft 1 0 021 0 066 1600 1000 1000 1 000 1000 -0 32 79 32 3,720 00 0 46 32 85 496 00 +0 4740D+O 70E+H 1000 1000 1 000 1000 Lengtti = 6 50 ft 1 0146 0119 1600 1000 1000 1 000 1000 2 22 544 08 3,720 00 0 83 59 21 496 00 +0 4740O-0 70E+H 1000 1000 1000 100O Lengtti = 6 50 ft 1 0 092 0 089 1600 1000 1000 1000 1000 -1 39 340 70 3,720 00 0 62 44 09 496 00 Overall Maximum Deflections - Unfactored Loads Load Combinabon Span Max '-* Defl Locabon in Span Load Combinabon Max •+'Defl Locabon in Span D+U+E Vertical Reactions - Unfactored 1 0 0501 3 348 Support notabon Far left is #1 0 0000 Values in KIPS OOOO Load Combinabon Support 1 Support 2 Overall MAXimum 1 567 1 818 DOnly 0 552 0 552 LOnly 0130 0130 tjOnty 0 325 0 325 L+Lr 0455 0 455 EOnly 0 690 0 942 -E Only -0 690 -0 942 D+Lr 0 877 0 877 D+L 0 682 0 682 D^L+Lr 1007 1007 D+E 1242 1493 D-E -0139 -0 390 D+L+E 1372 1623 D+L-E -0009 -0 260 D+Lr-fE 1 567 1818 D+Lr-E 0186 -0 065 Wood Beam File W\1667\ENGINEERING\1667calculabonsec6 k ENERCALCfNC 1983-2011, BUfW 6 12aia Ver612.3 10 1 lLic.# : KW-0600S07t Licensee : Innovative Structural Engineering, Inc. (ISE) Descnption 12 - Flush Beam at Right of Family Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method Allowable Stress Design Load Combtnatton 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing I Level Truss Joist Parallam PSL 2 OE Fb Tension 2,900 0 psi E Modulus of Elasticity Fb - Compr 2,900 Opsi Ebend-xx 2,000 Oksi Fc Pril 2,900 0 psi Eminbend - xx 1,016 54 ksi Fc Perp 750 Opsi Fv 290 Opsi Ft 2,025 Opsi Density 32 210pcf D(0 13875) L(0 37) 1) 3 5x14 0 Span = 12 0ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 020, Lr = 0 020 ksf. Extent = 0 0 -» 6 250 ft, Tnbutary Width = 11 50 ft, (Roof) Point Load D = 1 10, Lr = 110 k @ 6 250 ft (Roof) Uniform Load D = 0 020, Lr = 0 020 ksf, Extent = 6 250 -»12 0 ft, Tnbutary Width = 3 0 ft, (Roof) Unifomi Load D = 0 0150 ksf, Tnbutary Width = 9 0 ft, (Wall) UniformLoad D = 00150, L = 0040ksf, Tnbutary Width = 9 250 ft, (Roor) DESIGN SUMMARY „ Maximum Bending Stress Ratio Service toads entered Load Factors will be applied for calculabons Section used for this span fb Actual FB Allowable Load Combinabon Locabon of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflecbon Max Downward Total Deftection Max Upward Total Deflection 0 642 1 3 5x14 0 1,860 55 psi 2,900 OOpsi +0+L+H 6240ft Span # 1 0 196 m 0 000 in 0 367 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Locabon of maximum on span Span # where maximum occurs Ratio Ratio Raho Raho^ 734 0 <4S0 392 0 <360 Design OK 0 485 1 3 5x14 0 140 59 psi 290 00 psi +0+L+H 0000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinabon Max Sb'ess Flabos Moment Values Shear Values Segment Length Span# M V Cd C FA/ Cr Cfn Ct CL M ft) Fb V fv Fv +0 000 0 00 000 000 Lengtti = 12 Oft 1 0445 0 328 0 900 1000 1000 1000 1000 1000 1108 1.162 66 2610 00 2 79 85 54 26100 +D+L+F1 1 000 1000 1000 1000 1000 000 OOO 0 00 000 L«igtti = 12 0ft 1 0 642 0 485 1000 1000 1000 1 000 1 000 1000 17 73 1,860 55 2900 00 4 59 140 59 290 00 -fO+Lr-41 1000 1000 1 000 1000 1000 000 0 00 000 000 Lengtti = 12 Oft 1 0 493 0 355 1250 1 000 1 000 1000 1000 1000 1704 1,788 31 3625 00 4 21 128 73 362 50 +D+0 750Lr-H3 750L+H 1000 1000 1000 1000 1000 000 0 00 000 0 00 Lengtti = 12 0ft 1 0 595 0 439 1250 1000 1000 1000 1000 1000 20 54 2.15532 3625 00 5 20 159 22 362 50 +D+0 750L-*0 750S+H 1000 1000 1000 1000 1000 000 000 000 0 00 Lengtti = 12 Oft 1 0 506 0 380 1 150 1000 1000 1000 1000 1000 16 06 1,68608 3335 00 414 126 83 333 50 Wood Beam Lie. # : KW-0600l07t Rle W\1667\ENGlNEERlNG\1667ca!culalJons-ec6 ENERCALCINC 1983-2011 BuiW612310 Ver612310 Licensee : Innovative Structural Engineering, Ine. (ISE) Descnption 12 - Flush Beam at Right of Famfly Load Combinabon ^ Segment Lengtti Span # lax stress Rabos Cd C F/V Cr Cm Ct Moment Values Shear Values Load Combinabon ^ Segment Lengtti Span # M V Cd C F/V Cr Cm Ct CL M ft) Fb V fv Fv +D+0 750Lr+0 750L+0 750W+H 1000 1000 1000 1000 1000 000 000 000 000 Length = 120ft 1 0 465 0 343 1600 1000 1000 1000 1 000 1000 20 54 2,15532 4640 00 5 20 159 22 464 00 750L+0 750S+O 750WtH 1000 1000 1000 1000 1000 000 000 000 000 Lengtti = 12 0ft 1 0 363 0 273 1600 1000 1000 1000 1000 1000 16 06 1.686 08 4640 00 414 126 83 464 00 +1 089D+O 750Lr+O 750L-K) 5250E 1000 1000 1000 1000 1000 000 0 00 000 000 Lengtti = 120ft 1 0 487 0 360 1600 1000 1 000 1 000 1 000 1000 21 52 2.259 08 4640 00 5 45 166 85 464 00 0*0 750L+O 750S-*O 5250E-*H 1000 1 000 1000 1 000 1000 000 0 00 0 00 0 00 Lengtti = 12 0ft 1 0 363 0 273 1600 1000 1000 1000 1000 1000 16 06 1,686 08 4640 00 414 126 83 464 00 Overall Maximum Deflections - Unfactored Loads Load Combinabon Span Max '•' Deft Locabon in Span Load Combinabon Max *+* Defl Locabon in Span D+L+Lr 1 Vertical Reactions - Unfactored Load Combinabon Support 1 "Overall MAXimum 7 274" DOnly 3 381 LOnly 2 220 LrOnly 1673 L+Lr 3 893 D+Lr 5 054 D+L 5 601 D+L+Lr 7 274 0 3669 Support 2 ^6"347~ 2 918 2 220 1210 3 430 4127 5138 6 347 6 000 Support notabon Par lefl is #1 0 0000 Values in KIPS OOOO Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 s7Ruii^^";"^i^'^^ (951)600-0032 ENGINEERING ^ innovabveStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALC INC 1983-2011, BuiW 611 6 23,Ver611 623 | |Lic. #: KW-0fi00807« Licensee : innovative structural engineering, Inc. (ise) Descnpbon 13 - HOR at Right of Kitchen Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Douglas Fir - Larch No 2 Fb -Tension 875 pSi E Modulus of Elasticity Fb - Compr 875 psi Ebend-xx 1300 ksi Fc PrII 600 psi Eminbend - xx 470 ksi Fc Perp 625 psi Fv ;70psf Ft 425 psi Density 32 21 pcf D{0 26) Lr(0 26) D(0'05) T + D(0 142J)L(0 38) r ¥ J 4x8 Span = 4 0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load D = 0 0150, L = 0040 ksf, Tnbutaiy Width 9 50 ft Uniform Load D - 0 050 ksf, Tributary Width = 1 0 ft UnifortTi Load D = 0 020, Lr = 0 020 ksf. Tributary Width = 13 0 ft ^DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable = Load Combination Locabon of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered Load Factors will be applied for calculahons Design OK 0 577 1 4x8 656 08 psi 1,137 50psi +0+L+FI 2000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combinabon Location of maximum on span Span # where maximum occurs 0 408 1 4x8 69 37 psi 170 00 psi +0+L+H 0000 ft Span # 1 0 026 in 0 000 in 0 044 in 0 000 in Ratio = Rabo = Ratio = Ratio = 1866 0<480 1087 0 <480 L.. Maximum Forces & Stresses for Load Combinations Load Combinaton Segment Lengtti Span# Max Sttess Ftabos Cd C FN Cr C m Cf Summary of Moment Values Summary of Shear Values Load Combinaton Segment Lengtti Span# M V Cd C FN Cr C m Cf Mactual ftHlesign Fb-allow Vactual fv-design Pv-allow +D Lengtti = 4 0 ft 1 0 350 0 248 0 900 1 300 1 000 1 000 1000 092 358 63 1,023 75 064 37 92 153 00 +D+L+H 1 300 1 000 1 000 1000 Length = 4 Oft 1 0 577 0 408 1 000 1 300 1000 1 000 1000 168 656 08 1,137 50 117 69 37 170 00 •^0+Lr+H 1 300 1000 1000 1000 Lengtti = 40ft 1 0 395 0 280 1 250 1 300 1000 1000 1000 144 562 15 1,421 88 101 59 44 212 50 +0+0 750Lr+0 750L+H 1 300 1000 1000 1000 Length = 40 ft 1 0 516 0 365 1 250 1 300 1000 1000 1000 188 734 35 1,421 88 131 77 64 212 50 +D+0 750L-tO 750S+H 1 300 1 000 1000 1000 Lengtti = 4 0 ft 1 0 445 0 315 1 150 1 300 1000 1 000 1000 149 581 71 1,308 13 104 6150 195 50 -K)+0 750Lr-^ 750L+0 750W-»H 1 300 1000 1000 1000 Length = 40ft 1 0 403 0285 1600 1 300 1000 1 000 1000 188 734 35 1 82000 1 31 77 64 272 00 •D+0 750L-K) 750S+0 750W+H 1 300 1000 1000 1000 Innovative Stmctural Engineenng INNOVATIVE 29970 Technology Dr, #212 ^1=777 Murneta, CA 92563 ^^"""^^""^^(951)60^0032 ENGINEERING ^ InnovativeStructuralEng com TiUe Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 1M541 1 Wood Beam ENERCALCINC 1983-2011, Build 611 6 23, Ver6 11 6 23 J • Lie. # : KW-06008078 Licensee : innovative structural engineering, inc. (ise) 1 Descnption 13 - HDR al Right of Kitchen Load Combinabon Max Stt^ess Rabos Summary of Moment Values Summary of Shear Values Segment Lengtti Span # M V Cd CpA/ C r Cm Cf Mactual flD-design Fb-allow Vacbjal fv-design Fv-allow Lengtti = 4 0 ft 1 0 320 0 226 1600 1 300 1 000 1 000 1000 149 581 71 1,820 00 1 04 61 50 272 00 +O+0 750LrtO 750L-K) 5250E+H 1 300 1 000 1 000 1000 Lengtti = 4 0 ft 1 0403 0 285 1600 1 300 1 000 1 000 1000 188 734 35 1,820 00 1 31 77 64 272 00 +0-K) 750L-K) 750S-HD 5250E+H 1300 1 000 1 000 1000 Length = 40 ft 1 0 320 0 226 1600 1300 1 000 1 000 1000 149 581 71 1,820 00 1 04 61 50 272 00 Overall Maximum Deflections - Unfactored Loads Load Combinabon Span Max •-•Defl Locabon in Span Load Combinabon Max "+'Defl Locabon in Span D+L-M-r 1 0 0441 2020 0 0000 OOOO Vertical Reactions - Unfactored Support notabon Far left IS #1 Values in KIPS Load Combinabon Support 1 Support 2 Overall MAXimum 2196 2196 DOnty 0 916 0 916 LOnly 0 760 0 760 LrOnly 0 520 0 520 L+Lr 1 280 1 280 0+Lr 1436 1436 D+L 1676 1 676 D+L+Lr 2196 2196 Innovabve Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 cTDfirrTi^ Murneta, CA 92563 ^ISl^ (951) 600^032 ENGlNEEfllNG ^ InnovabveStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 Wood Beam ENERCALC INC 1983-2011,9tiitd 6 11 6 23 VerSII 6 23 | 1 Lie. # : KW-0«OOtO78 Licensee : innovative structural engineering, inc. (ise) { Descnpbon 14 - Flush Bm at Stair Opening Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combinabon 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing iLevej Truss Joist TimberStrand LSL 1 55E Fb Tension 2,325 0 psi E Modulus of Elasticity Fb Compr 2,325 0 psi Ebend" xx 1,550 Oksi Fc PrII 2,050 Opsi Eminbend -XX 787 82ksi Fc Perp 800 0 psi Fv 310 Opsi Ft 1,070 0 psi Density 32 210pcf D(0 05) D(0135H(0 36) Span = 10 250 ft Applied Loads Beam self weight calculated and added to loads UniformLoad D = 0 0150, L = 0040 ksf, Tnbutary Width = 9 0 ft Unifomi Load D = 0 050, Tnbutary Width = 1 0 ft _[)£SIGI\(SUMM>ARy _ Maximum Bending Stress Ratio = Section used forthis span fb Actual = FB Allowable - Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+s Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflechon Max Upward Tota! Deflection Service loads entered Load Factors will be applied for calculations Design OK 0 653 1 1 75x14 1,517 53psi 2,325 OOpsi +0+L+H 5125ft Span # 1 0 145 in 0 000 in 0 222 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Locabon of maximum on span Span # where maximum occurs Ratio = 846 Rabo = 0 <480 Ratio = 553 Ratio = 0 <480 0 435 1 1 75x14 134 73 pst 310 00 psi +0+L+FI 0000 ft Span # 1 Maximum Forces & Stres Load Combinabon Segment Lengtti Span # ses for Load Con- Max Sttess Rabos bmatior Cd S Maximum Forces & Stres Load Combinabon Segment Lengtti Span # ses for Load Con- Max Sttess Rabos bmatior Cd CpA/ Cr Cm Ct Summaiy of Moment Values Summaiy of Shear Values Maximum Forces & Stres Load Combinabon Segment Lengtti Span # M V bmatior Cd CpA/ Cr Cm Ct Mactual ftMlesign Fb-aliow Vacbjal fv-design Fv-allow +0 Lengtti = 10 250 ft 1 0 251 0167 0 900 1000 1000 1000 1000 2 50 525 10 2,092 50 0 76 46 62 279 00 +0+L+H 1000 1000 1000 1000 Length = 10 250 ft 1 0 653 0 435 1000 1000 1 000 1000 1000 7 23 1,517 53 2,325 00 2 20 134 73 310 00 +D+0 750Lr+0 750L+H 1 000 1000 1000 1000 Lengtti = 10 250 ft 1 0 437 0 291 1250 1 000 1000 1 000 1 000 605 1 269 43 2,90625 1 84 112 70 387 50 +D-M) 750L+O 750S+H 1000 1 000 1000 1000 Lengtti = 10 250 ft 1 0475 0 316 1 150 1 000 1000 1000 1000 605 1,269 43 2,673 75 184 112 70 356 50 +O+0 750Lr-*O 750L+0 750W+H 1 000 1000 1000 1 000 Lengtti = 10 250 ft 1 0 341 0 227 1600 1000 1000 1000 1 000 605 1.269 43 3,720 00 184 112 70 496 00 -»0+0 750L-K) 750S-K) 750W+H 1000 1 000 1 000 1000 Length = 10 250 ft 1 0341 0 227 1600 1000 1000 1000 1000 605 1.26943 3,720 00 184 112 70 496 00 +O+0 750Lr-K) 750L+O 5250E+H 1000 1000 1000 1000 Lengtti = 10 250 ft 1 0 341 0 227 1 600 1000 1 000 1000 1000 605 1.26943 3,720 00 184 112 70 496 00 Innovative Stmctural Engineenng INNOVATIVE 29970 Technology Dr, #212 — —(951)600-0032 ENGINEERING ^ InnovativeStmcturalEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam EMERCAICINC 1983-2011, Build 6116 23, Ver6116 23 j I Lie. # : KW-0600t078 Licensee : innovative structural engineering, inc. (ise) Descnpbon 14 - Flush Bm at Steir Opening Load Combination Max Stress Rabos Summaiy of Moment Values Summaiy of Shear Values Segment Lengtti Span # M V Cd CpA/ Cf Cm Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0+0 750L+0 750S-KI5250E+H Lengtti = 10 250 ft 1 0 341 0 227 1 600 Overall Maximum Deflections - Unfactored Loads 1 000 1 000 1 000 1 000 1 000 1 000 1000 1000 605 1,26943 3,72000 184 11270 49600 Load Combinabon Span Max *-' Defl Locabon m Span Load Combinabon Max "+"Defl Locabon in Span D+L 1 Vertical Reactions - Unfactored 0 2222 5176 Support notabon Par left is #1 0 0000 Values m KIPS OOOO Load Combinabon Overall MAXimum DOnly LOnly D+L Support 1 "~2 821~ 0 976 1845 2 821 Support 2 2 82r 0 976 1845 2 821 Innovative Structural Engineenng IN NO VATI V E 29970 Technology Dr, #212 Mumeta, CA 92563 STRUCTURAL (951)600-0032 ENGlNEEfllNG ^ InnovativeStructuralEng com Title GrangeHallRd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 Wood Beam File w\1541\Englneenng\1541 calculabonsec6 k ENERCALC INC 1933-2011. Build 611 623,Ver611 6 23 | ILic. # : KW-0600t078 Licensee : innovative structural engineering, inc. (ise) Descnption 15 - Flush Bm over Living Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Me^od Allowable Stress Design Load Combinabon 2009 IBC 8. ASCE 7-05 Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2 OE Fb Tension 2,900 0 psi E Modulus of Elasticity Fb Compr 2,900 0 psi Ebend-xx 2,000 Oksi Fc Pril 2,900 0 psi Eminbend - xx 1,016 54 ksi Fc Perp 750 0 psi Fv 290 0 psi Ft 2,025 Opsi Density 32 210pcf Ef3 231) D(0 23) Lr(0 23) E(-3 231) Ef3 231) * D(0*05) • T • D(0 187^) L(0 5) T T f » • 1 T 1 T t 7x14 Span = 13 670 ft Applied Loads Beam self weight calculated and added to loads UnifomiLoad D = 00150, L = 0040ksf, Tnbutary Width = 1250 ft Unifomi Load D = 0 050, Tnbutary Width = 10 ft Unifomi Load D = 0 020, Lr = 0 020 ksf, Tnbutary Width = 11 50 ft PointLoad E = 3231 k@3 50ft PointLoad E = -3 231 k@100ft PointLoad E = 3231 k@ 1350ft DESIGN SUMMARY Service loads entered Load Factors will be applied for calculabons Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combinabon Lxabon of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflechon 0 418 1 7x14 1,212 85psi 2,900 OOpsi +0+L+ft 6835ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combinabon Locabon of maximum on span Span # where maximum occurs Design OK 0 296 1 7x14 85 91 pSi 290 00 psi +0+L+H 0000 ft Span # 1 0 181 in Ratio = 0 000 in Ratio = 0 302 in Ratio = -0 012 in Ratio = 908 0 <480 543 13388 Maximum Forces & Stresses for Load Combinations Load Combinabon Segment Lengtti Span # Max Sttess Rabos Cd Cpw Cr Cm Ct Summary of Moment Values Summary of Shear Values M V Cd Cpw Cr Cm Ct Machjal ftj-design Fb-allow Vactial fv-destgn Pv-allow 0 230 0163 0900 1000 1000 1 000 1000 11 43 599 94 2,610 00 278 42 50 261 00 1000 1000 1 000 1000 0 418 0 296 1000 1000 1000 1000 1000 2311 1,212 85 2,90000 5 61 8591 290 00 1000 1000 1000 1000 0 243 0172 1250 1000 1000 1000 1 000 16 80 881 88 3,62500 408 6247 362 50 1 000 1000 1000 1 000 0 351 0 248 1 250 1000 1000 1000 1 000 24 22 1 271 07 3,62500 588 90 04 362 50 1 000 1000 1000 1000 0 318 0 225 1 150 1000 1 000 1000 1000 2019 1,05962 3,335 00 4 90 75 06 333 50 +D Lengtti = 13 670 ft +D+L+H Lengtti = 13 670 ft •tO+Lr+H Lengtti = 13 670 ft +0+0 750Lr+O 750L+H Length = 13 670 ft +D+0 750L+0 750S+H Lengtti = 13 670 ft Innovabve Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 (951)600-0032 ENGINEEHING ^ jnnovabveSlruchjralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 File w\1H1\EnQlneenng\1541 calculationsec6 L ENERCALCINC 1983-2011, BuiW 611 6 23, Ver611 6 23 I Licensee : innovative structural engineering, inc. (ise) Wood Beam Lie. # : KW-06008078 Descnption 15 - Flush Bm over Living Load CombinabcMi Max Sttess Rabos Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd Cp/V Cr Cm Ct Macbial ftHjesign Pb-allow Vactual fv-design Pv-allow +1 126D+0 70E+H 1000 1000 1000 1000 Lengtti = 13 670 ft 1 0159 0140 1600 1000 1000 1000 1000 14 09 739 39 4,640 00 4 23 64 74 464 00 +1 125EW)70E+H 1000 1000 1000 1000 Lengtti = 13 670 ft 1 0159 0138 1600 1000 1000 1000 1000 14 09 739 39 4,640 00 419 6417 464 00 +D+0 750Lr+O 750L+0 750W+H 1000 1000 1000 1000 Lengtti = 13 670 ft 1 0 274 0194 1600 1000 1000 1000 1000 24 22 1,271 07 4.640 00 588 90 04 464 00 +D+0 750L+0 750S+O 750W+H 1000 1000 1000 1000 Lengtti = 13 670 ft i 0 228 0162 1600 1000 1000 1000 1000 2019 1,05962 4,640 00 4 90 7506 464 00 +1 095D+O 750Lr+0 750L+O 5250E 1000 1000 1000 1000 Lengtti = 13 670 ft 1 0 290 0 230 1600 1000 1000 1 000 1000 25 65 1,346 04 4,640 00 6 97 106 72 464 00 +1 095D+fl 750Lf+0 750L-0 5250E+ 1000 1000 1 000 1000 Lengtti = 13 670 ft 1 0 290 0228 1600 1000 1000 1000 1000 25 65 1.34604 4,640 00 6 90 105 59 464 00 +D+0 750L+O 750S+0 5250E+H 1000 1000 1000 1000 Lengtti = 13 670 ft 1 0 233 0189 1600 1000 1000 1000 1000 20 63 1.08251 4,640 00 5 73 87 73 464 00 +0+0 750L+O 750S-0 5250E+H 1000 1000 1000 1000 Lengtti = 13 670 ft 1 0 233 0187 1600 1000 1 000 1000 1000 20 63 1,08251 4.640 00 5 67 86 82 464 00 +0 4740D+0 70E+H 1000 1000 1000 1000 Lengtti = 13 670 ft 1 0 090 O080 1600 1000 1000 1000 1000 797 418 25 4,64000 242 37 03 464 00 +O4740D-0 70E+H 1000 1000 1000 1000 Lengtti = 13 670 ft 1 0 090 0 079 1600 1000 1 000 1000 1000 791 415 29 4,640 00 240 36 79 464 00 Overall Maximum Deflections -Unfactored Loads Load Combinabon Span Max •-•Defl Locabon in Span Load Combination Max •+"Defl Locabon in Span D+L+Lr 1 0 3017 6903 0 0000 OOOO Vertical Reactions -Unfactored Load Combinabon Support 1 Support 2 Overall MAXimum 8 339 8 417 DOnly 3 345 3 345 LOnly 3 418 3 418 LrOnly 1 572 1572 L+Lr 4 990 4 990 EOnly 1 577 1654 -E Only -1 577 -1 654 D+Lr 4 917 4 917 D+L 6 763 6 763 D+L+Lr 8 335 8 335 D+E 4 922 5 000 D-E 1769 1691 D+L+E 8 339 8 417 D+L-E 5186 5108 D+Lr+E 6 494 6 572 D+Lr-E 3 341 3 263 Support notabon Far left is #1 Values in KIPS Innovative Stnjctural Engineenng INNOVATIVE 29970 Technology Dr, #212 Mumeta, CA 92563 STRUCTURAI ENGlNEEfllNG (951)60(W)032 www InnovativeStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Praject Notes Job# 11-1541 1 Wood Beam ENERCALCINC 1983-2011.Build611623 Ver611 623 | |LfC. # : KW-0600S078 Licensee : innovative structural engineering, inc. (ise) Descnptton 16 - Drop Bm at Living Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Mettiod Allowable Stress Design Load Combinabon 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2 OE Fb Tension 2,900 Opsi £ Modulus of Elasticity Fb Compr 2,900 Opsi Ebend-xx 2,000 Oksi Fc Pril 2,900 Opsi Eminbend - xx 1,016 54 ksi Fc Perp 750 Opsi Fv 290 Opsi Ft 2,025 0 psi Density 32 210pcf 0(3 35) L{4 99) 0(0 019995) L(0 05332) Span = 8 670 ft Applied Loads _____ Beam self weight calculated and added to loads Unifonn Load D = 0 0150, L = 0 040 ksf, Tnbutary Width = 1 333 ft PointLoad D = 3350, L = 4 990k@450ft _DESIGNSUMM_ARY _ _ . (Maximum Bending Stress Ratio = 0 632 1 I Section used forthis span 5 25x11 875 I ft) Actual = 1,831 58psi I FB Allowable = 2,900 OOpsi ! Load Combinabon +0+L+FI Locabon of maximum on span = 4 508ft Span # where maximum occurs = Span # 1 Maximum Deftection ; Max Downward L+Lr+S Deflection 0 085 in I Max Upward L+Lr+S Deflection 0 000 in ' Max Downward Total Deftection 0 142 m Max Upwanj Total Deflecbon 0 000 in Service loads entered Load Factors will be applied for calculabons Design OK Raho Ratio Raho Raho Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combinabon Locabon of maximum on span Span # where maximum occurs 1223 0<480 733 0 <480 0 384 1 5 25x11 875 111 25 psi 290 00 pSi +0+L+H 7716ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinabon Max Sttess Rabos Summaiy of Moment Values Summary of Shear Values Segment Lengtti Span# M V Cd Cp/V Cr Cm Ct Mactual fti-design Fb-allow Vacbial hHlesign Fv-altow +0 Length = 8 670 ft 1 0 281 0171 0 900 1000 1000 1000 1 000 7 55 734 69 2,61000 185 44 60 261 00 +D+L+H 1000 1 000 1 000 1000 Lengtti = 8 670 ft 1 0632 0 384 1000 1000 1000 1000 1000 18 83 1,831 58 2,900 00 462 11125 290 00 +D+0 750Lr+0 750L+H 1000 1000 1000 1000 Lengtti = 8 670 ft 1 0 430 0 261 1 250 1000 1000 1 000 1000 16 01 1,557 36 3,625 00 3 93 94 59 362 50 +O+0 750L+O 750S+H 1000 1000 1000 1000 Lengtti = 8 670 ft 1 0 467 0 284 1 150 1000 1000 1000 1000 16 01 1,557 36 3,335 00 3 93 94 59 333 50 +D+O750Lr+O 750L+O 750W+H 1000 1000 1000 1000 Lengtti = 8 670 ft 1 0 336 0 204 1600 1000 1000 1000 1000 16 01 1,557 36 4,640 00 393 94 59 464 00 +D+0 750L+0 750S+0 750W+H 1000 1000 1000 1000 Lengtti = 8 670 ft 1 0 336 0 204 1600 1000 1000 1000 1000 1601 1,557 36 4,640 00 393 94 59 464 00 +D+0 750Lr+0 750L+0 5250E+H 1000 1000 1000 1000 Length = 8 670 ft 1 0 336 0 204 1600 1000 1000 1000 1000 16 01 1,557 36 4,640 00 393 94 59 464 00 Innovabve Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 STRUCTURAt ENGINEERING (951)60(H)032 www InnovabveStmchjralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam ENERCALCINC 1983-2011, OulM 6116 23, VerS 11623 j • Lic.#: KW-0600I07S Licensee : innovative structural engineering, inc. (ise) Descnpbon 16 - Drop Bm al Living Load Combinabon Max Sttess Rabos Summaiy of Moment Values Summary of Shear Values Segment Lengtti Span # M V Cd C FW C f Cm Cl Mactual fti-design Fb-allow Vactual fv^leslgn Fv-aBow +D+0 750L+0 750S+O 5250E+H Lengtti = 8 670 ft 1 0 336 0 204 1 600 Overall Maximum Deflections - Unfactored Loads 1 000 1 000 1 000 1 000 1 000 1 000 1000 1000 16 01 1.557 36 4,640 00 3 93 94 59 464 00 Load Combinabon Span Max •-• Defl Locabon in Span Load Combinabon Max *+* Defl Locabon in Span D+L 1 Vertical Reactions - Unfactored 01419 4 422 Support notabon Far left is #1 0 0000 Values in KIPS OOOO Load Cfxnbmalton Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 4'390" 1758 2 631 4 390 4 707' 1886 2 821 4 707 Innovabve Sbuctural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 STRUCTURAL ENGINEERING (951)60(M)032 www InnovabveStructuralEng com Title Grange Hall Rd Dsgnr Project Desc 2-Story Custom Residence Project Notes Job# 11-1541 1 Wood Beam Rle w-\1541£nglneefingV154l calcufations ec6 L ENERCALC, INC 1983-2011, Buikj 6116 23, V9r6116 23 | iLlc. # : KW-0G00t07« Licensee : innovative structural engineering, ine. (ise) Descnpbon 17 - Flush Bm over Kitchen Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling iLevel Truss Joist TimberStrand LSL 1 55E 2325 psi 2325 psi 2050 psi 800 psi 310 psi 1070 psi E Modulus of Elasticity Ebend-xx 1550ksi Eminbend-xx 787 815k$i Density 32 21 pcf E(3 288) E(-3 288) D(0 019995) L(0 05332) 2 3 5x14 Span = 19 0 ft Applied Loads ____ Beam self weight calculated and added to loads PointLoad E = 3 288k@650ft PointLoad E = -3 288k@ 13670ft Uniform Load D = 0 0150. L = 0 040 ksf, Tnbutary Width = 1 333 ft ^ DESIGN SUMMARY jMaximum Bending Stress Ratio Section used for this span ' fb Actual I FB Allowable I Load Combinabon I Locabon of maximum on span Span # where maximum occurs [ Maximum Deflection I Max Downward L+Lr+S Deflection ' Max Upward L+Lr+S Deflection Max Downward Total t^eflection I Max upward Total Deflection Service loads entered Load Factors will be applied for calculations 0 320 1 3 5x14 743 27psi 2,325 OOpsi +O+0 750Lr+O 750L+0 5250E+fl 6460fi Span # 1 0 127 in Rabo 0 000 in Rabo 0 309 in Rabo -0 030 in Ratio Maximum Shear Stress Ratio Secbon used for this span fv Actual Fv Allowable Load Combination Locabon of maximum on span Span # where maximum occurs 1794 0<480 738 7664 Design OK 0154 1 3 5x14 47 74 psi 310 00 psi +O+O70E+H 13 585 ft Span # 1 Maximum Forces & SU-esses for Load Combinations Load Combinabon Segment Lengtti Span$ Max Sttess Rabos Cd C FN Cr Cm Cl Summary of Moment Values Summary of Shear Values Load Combinabon Segment Lengtti Span$ M V Cd C FN Cr Cm Cl Mactual ftnJesign Pb-allow Vactual fv-design Fv-allow +D Lengtti = 19 Oft 1 0063 0 026 1000 1000 1000 1000 1000 1 40 146 61 2,32500 0 26 792 310 00 +0+L+H 1000 1000 1000 1000 Lengtti = 19 Oft 1 0172 0 070 1000 1000 1000 1000 1000 360 399 14 2,32500 070 2157 310 00 +D+0 750Lr+O 750L+H 1 000 1000 1000 1000 Lengtti = 19 Oft 1 0145 0 059 1000 1 000 1000 1000 1000 320 336 01 2,32500 059 1816 310 00 +O+0 750L+0 750S+H 1000 1000 1000 1000 Lengtti = 19 Oft 1 0145 0 059 1000 1000 1000 1000 1000 320 336 01 2,32500 059 1816 310 00 +O+0 70E+H 1000 1000 1000 1000 Lengtti = 19 Oft 1 0 310 0154 1 000 1000 1000 1000 1000 686 720 49 2,325 00 1 56 47 74 310 00 +O+0 750Lr+{) 750L+C 750W+H 1000 1000 1000 1000 Lengtti = 190ft 1 0145 0 059 1000 1000 1000 1000 1000 3 20 336 01 2.325 00 0 59 1816 310 00 +O+0 750L+0 750S+O 750W+H 1000 1000 1000 1000 Innovabve Sbiictural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 (951)600^32 ENGINEERING ^ InnovabveStructuralEng com Title Grange Hall Rd Dsgnr Pn]ject Desc 2-Story Custom Residence Project Notes Job# 11-1541 Wood Beam Descnption 17 - Flush Bm over Kitchen File w\1541£r)gineenng\1541 calctilallonsec6 b ENERCALCINC 1983-2011 BuiW 6116 23, Ver6116 23 I Licensee : innovative structural engineering, inc. (ise) Load Combinabon Segment Lengtti Span # Max Stt^ess Rabos Cd Cp/V Cr Cm Cl Summary of Moment Values Summary of Shear Values Load Combinabon Segment Lengtti Span # M V Cd Cp/V Cr Cm Cl Mactual ftHlesign Fb-allow Vacbial fv-design Fv-aBow Lengtti = 19 Oft 1 0145 0 059 1000 1000 1000 1 000 1 000 3 20 336 01 2,325 00 059 1816 310 00 +O+0 750Lr+O 750L+0 5250E+H 1000 1000 1000 1000 Lengtti = 19 Oft 1 0 320 0135 1000 1 000 1000 1000 1 000 7 08 743 27 2,325 00 1 36 41 77 310 00 +D-K) 750L+0 750S+O 5250E+H 1000 1000 1000 1000 Lengtti = 19 Oft 1 0320 0135 1000 1000 1000 1000 1000 7 08 743 27 2 325 00 136 4177 310 00 +O60D+O 70E+H 1000 1000 1000 1000 Lengtti = 19 Oft 1 0 287 0149 1000 1000 1000 1000 1000 6 36 667 85 2,325 00 151 4619 310 00 Overall Maximum Deflections - Unfactored Loads Load Combinabon Span Max Defl Locabon in Span Load Combinabon Max '+" Defl Locabon in Span D+L+E 1 0 3087 7 220 0 0000 OOOO Vertical Reactions • • Unfactored Support notabon Par left is #1 Values in KIPS Load Combinabon Support 1 Support 2 Overall MAXimum 2041 -1241 DOnly 0 294 0 294 LOnly 0 507 0 507 EOnly 1 241 •1241 D+L 0 801 0801 D+E 1 535 -0 947 D+L+E 2 041 -0 440 Innovative Sftuctural Engineenng IN N 0 VAT I VE 29970 Technology Dr, #212 sTi^^^^^t^'C'^ 92563 (951)600-0032 ENGlNEEfllNG ^ InnovativeStructuralEng com Title Grange Hall Rd Engineer Project Desc 2-Slory Custom Residence Job# 11-1541 {Wood Beam Rle W\1667^NGlNEERING\1667calculabonsec6 k ENERCALCINC 1983-2011, Build 612312, Ver612 312 | 1 Lie. # : KW-0e008078 Licensee : innovative structural engineering, inc. (ise) Descnption 18 - HDR at 1-Car Garage Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method Allowable Stress Design Load Combinabon 2006 IBC 8. ASCE 7-05 Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade Douglas Fir - Larch No 2 900 0 psi 900 0 psi 1,350 Opsi 625 Opsi 180 Opsi 575 0 psi E Modulus of Elasticity Ebend-xx 1,600 Oksi Eminbend-XX 580 Oksi Density 32 210 pcf D(0 22) Lr(0 22) 4x10 Span = 8 50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load D = 0 020, Lr = 0 020 ksf. Tributary Width = 11 0 ft, (Roof) DESI_GN_SUMMARY_^ _„ ^ . Maximum Bending Stress Ratio Service loads entered Load Factors will be applied for calculations Section used for this span fb Actual FB Allowable Load Combination Locabon of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflecbon 0 719 1 Maximum Shear Stress Ratio 4x10 Section used forthis span 971 12psi fv Actual 1,350 OOpsi Fv Allowable +0+Lr+H Load Combination 4 250ft Location of maximum on span Span # 1 Span # where maximum occurs 0 071 in Ratio = 1446 0 000 in Ratio = 0 <360 0 143 in Ratio = 711 0 000 in Ratio = 0 <180 Design OK 0 321 1 4x10 72 21 psi 225 00 psi +0+t.r+H 7 735 ft Span#1 Maximum Forces & Stresses for Load Combinations Load Combinabon Segment Lengtti Span# lax Stress Rabos Cd C FN Cr C m Ct Moment Values Shear Values Load Combinabon Segment Lengtti Span# M V Cd C FN Cr C m Ct CL M ft) Pb V Iv Fv +D 000 0 00 000 000 Lengtti = 8 50 ft 1 0 508 0 226 0 900 1200 1 000 1 000 1000 1 000 205 493 42 972 00 0 79 36 69 162 00 +D+Lr+H 1 200 1 000 1000 1 000 1000 000 0 00 000 000 Lengtti = 8 50 ft 1 0 719 0 321 1250 1200 1 000 1 000 1000 1000 404 971 12 1350 00 1 56 72 21 225 00 +O+0 750Lr+0 750L+F1 1 200 1000 1000 1 000 1000 000 0 00 000 000 Lengtti = 8 50 ft 1 0 631 0 281 1 250 1200 1000 1000 1000 1000 354 851 69 1350 00 1 37 63 33 225 00 +0+0 750Lr+0 750L+O 750W++^ 1200 1000 1000 1000 1000 000 0 00 000 000 Length =8 50 fl I 0493 0 220 1600 1200 1000 1000 1000 1000 3 54 851 69 1728 00 1 37 63 33 288 00 +1 089D+O 750Lr+O 750L+O 5250E 1 200 1000 1000 1 000 1000 000 0 00 000 000 Lengtti = 8 50 ft 1 0 518 0 231 1600 1 200 1000 1000 1 000 1000 3 73 895 73 1728 00 144 66 61 288 00 Overall Maximum Deflections - Unfactored Loads Load Combinabon ^^r Span Max Defl Locabon in Span Load Combinabon Max "+•" Defl Locahon in Span 1 01434 4 293 0 0000 OOOO Innovabve Structural Engineenng INNOVATIVE 29970 Technology Dr,#212 ^TRliCTtlR^rrl^.il^^^ — (951)600-0032 ENGlNEEfllNG ^ innovabveSft-ucturalEng com Title Grange Hall Rd Engineer Project Desc 2-Story Custom Residence Job# 11-1541 1 Wood Beam File W\1667\ENGlNEERING\1667calculabons,ec6 k ENERCALC INC 1983-2011 Build612312,Ver612312 1 • Lie. # : KW-08008078 Licensee : : innovative structural engineering, inc. (ise) 1 Descnption 18 - HDR at 1-Car Garage Vertical Reactions -Unfactored Support notabon Far left is #1 Values in KIPS Load Combinabon Support 1 Support 2 Overall MAXimum DOnly LrOnly D+Lr 1 901 0 966 0 935 1901 1901 0 966 0935 1901 Innovative Struchiral Engineenng INNOVATIVE 29970 Technology Dr,#212 URlirriiRAi Mumeta, CA 92563 ^-I"^^ (951) 600-0032 ENGINEERING ^ InnovabveStructuralEng com Title Grange Hall Rd Engineer Project Desc 2-Story Custom Residence Job# 11-1541 1 Wood Beam File W\1667tNGlNEERlNG\1667calculabonsec6 k ENERCALCiNC 1983-2011 StjiM 612312, Ver612 312 | 1 Lie. # : KW-06008078 Licensee : innovative structural engineering, inc. (ise) Descnption 19 - HDR on Left of Garage Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade Douglas Fir - Larch No 2 900 0 psi 900 0 psi 1,350 0 psi 625 0 psi 180 Opsi 575 Opsi E Modulus of Elasticity Ebend-xx 1,600 Oksi Eminbend - xx Density 580 Oksi 32 210pcf D(0 06) Lf(0 06) 4x4 Span = 2 50 ft Applied Loads _____ Beam self weight calculated and added to loads Unifomi Load D = 0 020, Lr = 0 020 ksf. Tributary Width = 3 0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable Load Combination Locabon of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deftection Max upward L+Lr+S Deflection Max Downward Tolal Deflechon Max Upward Total Deflechon Service loads entered Load Factors will be applied for calculations Design OK 0 095 1 4x4 161 03psi 1,687 50 psi +0+Lr+H 1 250ft Span # 1 0 003 in 0 000 m 0 005 in 0 000 m Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combinabon Locabon of maximum on span Span # where maximum occurs 0 064 1 4x4 14 47 psi 225 00 pSi +0+Lr+Fl 0 000 ft Span # 1 Raho •• Raho Rabo Rado 11291 O<360 5519 O<180 Maximum Forces & Stresses for Load Combinations Load Combinabon Segment Lengtti Span# Max Sttess Rabos Cd C F/V Cr C m Ct Moment Values Shear Values Load Combinabon Segment Lengtti Span# M V Cd C F/V Cr C m Ct CL M ft) Fb V fv Fv +D 000 0 00 000 000 Lengtti = 2 50 ft 1 0068 0046 0 900 1 500 1 000 1 000 1 000 1000 0 05 82 31 121500 0 06 7 39 162 00 +0+Lr+H 1500 1 000 1 000 1000 1 000 000 0 00 000 000 Lengtti = 2 50 ft 1 0 095 0 064 1 250 1500 1 000 1000 1000 1 000 010 161 03 1687 50 012 14 47 225 00 +0+0 750Lr+O 750L+f^ 1 500 1000 1000 1000 1000 000 000 000 000 Lengtti = 2 50 ft 1 0 084 0 056 1250 1 500 1000 1 000 1 000 1 000 008 141 35 1687 50 010 12 70 225 00 +0+0 750Lr+0 750L+O 750W+H 1500 1 000 1 000 1000 1000 000 0 00 000 OQO Lengtti = 2 50 ft 1 0 065 0 044 1600 1500 1000 1 000 1000 1000 008 141 35 2160 00 010 12 70 288 00 +D+0 750Lr+0 750L+0 5250E+H 1500 1000 1000 1000 1000 000 000 000 000 Lengtti = 2 50 ft 1 0 065 0 044 1600 1 500 1000 1000 1000 1000 008 141 35 2160 00 010 12 70 288 00 Overall Maximum Deflections - Unfactored Loads Load Combination ~D^r span Max "-" Defl Locabon in Span Load Combinabon Max '+'Defi Locabon in Span 0 0054 1 263 0 0000 OOOO Innovative Structural Engineenng N NO VAT I VE 29970 Technology Dr, #212 Mumeta, CA 92563 (951)600-0032 ENGINEERING ^ InnovativeStructuralEng com Title Grange Hall Rd Engineer Project Desc 2-Story Custom Residence Job# 11-1541 1 Wood Beam File W \1667tNGINEERiNG\1667 calculations ec6 • ENERCALC INC 198^2011. BulM 6 123 12. VerS 12 3 12 | I Lie. # : KW-06008078 Licensee: innovative structural engineering, inc. (ise) 1 Descnpbon 19 HDR on Left of Garage Vertical Reactions - Unfactored Support notabon Par left is #1 Values in KIPS Load Combination Support 1 Overall MAXimum DOnly LrOnly D+Lr 0153 0 078 0 075 0153 Support 2 0'153~ 0 078 0 075 0153 Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 rTmirTiiDai Mumeta, CA 92563 ENGINEERING ^ InnovativeStructuralEng com Title Grange Hall Rd Engineer Project Desc 2-Story Custom Residence Job# 11-1541 1 Wood Beam Rle W\1667\ENG)NEERING\1667c^ulatonsec6 • ^ ENERCALC, INC 1983-2011. Build 612 312, Ver612 312 | iLie. # : KW-0600<07t Licensee : innovative structural engineering, ine. (ise) Descnpbon 20 - HDR at rear of garage Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method Allowable Stress Design Load Combinabon 2006 IBC 8. ASCE 7-05 Wood Species Wood Grade Beam Bracing Fb-Tension 900 Opsi Fb" Compr 900 0 psi Fc-Prll 1,350 Opsi Fc - Perp 625 0 psi Fv 180 Opsi Ft 575 0 psi Beam is Fully Braced against lateral-torsion buckling E Modulus of Elasticity Ebend-xx 1,600 Oksi Eminbend-XX 580 Oksi Douglas Fir - Larch No 2 Density 32 210pcf D(0135) L(0 36) T ' 0(0*135) * r * D(0 26)\r(0 26) * t T » * T 4x6 Span = 3 0 fl Applied Loads __^____ Beam self weight calculated and added to loads Uniform Load D = 0 020, Lr = 0 020 ksf, Tnbutaiy Width = 13 0 ft, (Roof) Uniform Load D = 0 0150 ksf, Tnbutary Width = 9 0 ft (Wall) Uniform Load D = 0 0150, L = 0 040 ksf, Tnbutary Width = 9 0 ft (Floor) _DESIGN SUMMARY__ _____ Maximum Bending Stress Ratio = Secbon used for this span fb Actual = FB Allowable Load Combination Lxabon of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deftection Max Upward L+Lr+S Deflection Max Downwanj Total Deflection Max Upward Total Deflection Service loads entered Load Factors will be applied for calculations Design OK 0 585 1 4x6 684 19psi 1,170 OOpsi +0+L+H 1 500ft Span # 1 0 015 m 0 000 in 0 027 in 0 000 in Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combinabon Locabon of maximum on span Span # where maximum occurs Ratio Ratio Ratio Ratio 2454 O<360 1318 0 <180 0 407 1 4x6 73 17 psi 180 00 psi +0+i+H 0000ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinabon Segment Lengtti Span# Max Sttess Rabos Cd C FN Cr C m Ct Momenl Values Shear Values Load Combinabon Segment Lengtti Span# M V Cd C FN Cr C m Ct CL M fb Fb V fv Fv +D 000 0 00 0 00 000 Length = 3 0 ft 1 0 388 0 270 0900 1 300 1000 1 000 1000 1 000 060 408 77 1053 00 0 56 43 72 162 00 +0+L+H 1 300 1000 1000 1000 1000 000 0 00 000 000 Lenglfi=30ft 1 0 535 0407 1000 1300 1000 1000 1000 1000 101 684 19 117000 0 94 7317 180 00 +0+Lr+H 1300 1 000 1 000 1000 1 000 000 0 00 000 000 Lengtti = 30 ft 1 0 416 0 289 1250 1300 1 000 1000 1000 1 000 089 607 69 1462 50 0 83 6499 225 00 +D+0 750Lr+O 750L+H 1300 1 000 1000 1000 1000 0 00 0 00 0 00 000 Lengtti = 3 0 ft 1 0 523 0 363 1 250 1300 1000 1000 1000 1000 112 764 52 1462 50 105 81 76 225 00 +O+0 750L+0 750S+H 1300 1000 1000 1000 1000 000 0 00 000 0 00 Lengtti = 3 0 ft 1 0 457 0 318 1 150 1 300 1000 1000 1000 1000 090 615 34 1345 50 0 84 65 81 207 00 +0+0 750Lr+O 750L+O 750W+H 1 300 1000 1000 1 000 1000 0 00 0 00 000 000 Lengtti = 3 0 ft 1 0408 0 284 1600 1 300 1000 1000 1000 1000 1 12 764 52 1872 00 1 05 81 76 288 00 +O+0 750L+O 750S+O 750W+H 1300 1 000 1 000 1000 1 000 000 0 00 000 000 Innovative Stmctural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 (951)600-0032 www InnovativeStructuralEng com Title Grange Hall Rd Engineer Project Desc 2-Story Custom Residence Job# 11-1541 1 Wood Beam File W\166nENGINEERING\1667calculationsec6 b ENERCALCINC 1983-2011 BuiB 612 3 12 Ver6 123 12 | • Lie. # : KW-06001078 Licensee : innovative structural engineering, inc. (ise) | Descnption 20 - HDR at rear of garage Load Combinabon Max Stress Rabos Moment Values Shear Values Segment Lengtti Span# M V C d C FA/ C r Cm Ct CL M ft) Pb V fv Fv Lengtti = 3 0 ft 1 +D+0 750Lr+0 750L+O 5250E+H Lengtti = 3 0ft 1 +D+0 750L+0 750S+0 5250E+H Lengtti = 3 Oft 1 0 329 0 228 1 600 0 408 0 284 1 600 0 329 0 228 1 500 1 300 1 300 1 300 1300 1 300 1000 1000 1000 1000 1000 1000 1000 1 000 1 000 1 000 1 000 1000 1 000 1 000 1 000 1000 1000 1000 1000 1 000 0 90 1 12 0 90 615 34 1872 00 000 764 52 1872 00 000 615 34 1872 00 0 84 65 81 0 00 000 1 05 81 76 0 00 000 0 84 65 81 288 00 0 00 288 00 0 00 288 00 Overall Maximum Deflections - Unfactored Loads Load Combinabon span Max Defl Locabon in Span Load Combination Max •+" Deft Locabon in Span D+L+Lr Vertical Reactions - Unfactored 1 00273 1 515 Support notabon Par left is #1 0 0000 Values in KIPS OOOO Load Combinabon Support 1 Support 2 Overall MAXimum 1731 1 731 DOnly 0 801 0 801 LOnly 0 540 0 540 Lr Only 0 390 0 390 L+Lr 0 930 0 930 D+Lr 1 191 1 191 D+L 1341 1 341 D+L+Lr 1 731 1731 Innovabve Structural Engineenng INNOVATIVE 29970 Technology Dr,#212 STRUCTURAL ^^^2563 (951)60^0032 ENGINEERING ^ InnovabveStructuralEng com Title Grange Hall Rd Engineer Project Desc 2-Story Custom Residence Job# 11-1541 1 Wood Beam File W\1667\ENGINEERING\1667calculal}onsec6 b EHERCALC INC 1983-2011. BuiB 612 312 Ver61Z312 | 1 Lie. # : KW-0600t078 Licensee : innovative structural engineering, ine. (ise) Descnpbon 21 - HDR rear of Family Room Material Properties Calculations per NDS 2005, ASCE 7-OS Analysis Meftiod Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 WoodSpeaes Wood Grade Beam Bracing iLevel Truss Joist TimberStrand LSL 1 55E Fb - Tension 2,325 Opsi E Modulus of Elasticity Fb Compr 2,325 Opsi Ebend- xx 1,550 Oksi Fc PrII 2,050 Opsi Eminbend -XX 787 82 ksi Fc Perp 800 Opsi Fv 310 Opsi Ft 1,070 0 psi Density 32 210pcf D(0 010005) L(0 02668) mm) • w DfO 09)'yr(0 09) • f »l • • 3 5x9 5 Span = 12 250 ft Applied Loads Beam self weight calculated and added to toads Unifomi Load D = 0 020, Lr = 0 020 ksf, Tnbutary Width = 4 50 ft, (Roof) Uniform Load D = 0 0150 ksf, Tnbutary Widtti = 9 0 ft, (Wall) Uniform Load D = 0 0150, L = 0 040 ksf, Tnbutary Width = 0 6670 ft, (Floor) PointLoad E = 1 502k@6250ft . DESIGN SUMMARY _ ^ . _ Maximum Bending Stress Ratio = 0 552 1 Section used for this span 3 5x9 5 ft) Actual = 2,052 67psi FB Allowable = 3,720 OOpsi Load Combination +1 0890+0 750Lr+0 750L+O 5250E+H Location of maximum on span = 6 248ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0 154 in Rabo = Max Upward L+Lr+S Deflection 0 000 in Ratio = Max Downward Total Deflection 0 696 in Rabo = Max Upwand Total Deflecbon -0 258 in Rabo = Service loads entered Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combinabon Location of maximum on span Span # where maximum occurs 956 0<360 211 569 Design OK 0 211 1 3 5x9 5 58 95 psi 279 00 psi +0 11515ff Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinabon Max Sttess Rabos Moment Values Shear Values Segment Lengtti Span# M V Cd C FN Cr C m Cl CL M ft] Fb V fv Fv +0 000 000 000 000 Lengtti = 12 250 ft 1 0 495 0211 0900 1000 1000 1000 1000 1000 455 1,03659 2092 50 131 58 95 279 00 +0+L+H 1000 1000 1000 1000 1000 000 0 00 000 0 00 Length = 12 250 ft 1 0 495 0211 1 000 1000 1000 1000 1000 1000 505 1.15067 2325 00 145 65 44 310 00 +D+Lr+H 1000 1000 1000 1 000 1000 000 0 00 000 000 Length = 12 250 ft 1 0 489 0 209 1250 1 000 1000 1 000 1000 1000 6 24 1,42140 2906 25 179 80 84 387 50 +D+O750Lr+O 750L+H 1000 1000 1000 1000 1000 000 0 00 000 000 Lengtti = 12 250 ft 1 0 485 0 207 1250 1 000 1000 1 000 1000 1000 619 1,410 75 2906 25 178 80 23 387 50 +0+0 760L+O 750S+H 1000 1 000 1000 1000 1 000 000 0 00 000 000 Lengtti = 12 250 ft 1 0 420 0179 1 150 1000 1000 1000 1000 1000 492 1.12215 267375 141 63 82 356 50 -^l 119D+O70E+H 1000 1000 1000 1000 1000 000 000 000 000 Lengtti = 12 250 ft 1 0 509 0182 1 600 1000 1000 1000 1000 1000 830 1,892 82 3720 00 200 9017 496 00 f^r^ Innovative Stnjctural Engineering iy INNOVATIVE 299/0Technology Dr,#212 Wa IHL (TiiMrTiinA. Murneta,CA92563 • llir (951)600-0032 IH •^•^ ^"^'"""'"^ www InnovabveStructuralEng com Title GrangeHallRd Job# 11-1541 Engineer Project Desc 2-Story Custom Residence 1 Wood Beam Rle WA1667l£NGINEERING\1667calculationsec6 \ ^ ENERCALC INC 1983-2011, BuiM 612312 Ver612312 | |Lic. # : KW-0600807t Licensee : innovative structural engineering, inc. (ise) Descnpbon 21 - HDR rear of Family Room Load Combinabon Max Sttess Rabos Moment Values Shear Values Segment Lengtti Span# M V Cd C FN Cr Cm Ct CL M ft) Pb V fv Fv +1119D^ 7QE+H 1000 1000 1000 1000 tOQQ 000 0 00 000 000 Lengtti = 12 250 ft 1 0148 0 086 1600 1000 1000 1000 1000 1000 242 552 39 372000 0 95 42 74 496 00 +O+0 750Lr+0 750L+0 750W+H 1000 1000 1000 1000 1000 000 0 00 000 0 00 Lengtti = 12 250 ft 1 0 379 0162 1600 1000 1000 1000 1000 1000 619 1,41075 372000 178 80 23 496 00 +O+0 750L+C 750S+0 750W+H 1000 1000 1000 1000 1000 000 OQO 000 0 00 Lengtti = 12 250 ft 1 0302 0129 1600 1000 1000 1000 1000 1000 492 1,12215 372000 141 63 82 496 00 +1 089D+O 750Lr+O 750L+O 5250E 1000 1000 1000 1000 1 000 000 000 000 000 Lengtti = 12 250 ft 1 0 552 0 209 1600 1000 1000 1000 1000 1000 901 2,052 67 3720 00 2 30 103 64 496 00 +1 089D+0 750Lr+0 750L-0 5250E+ 1000 1000 1000 1000 1000 000 000 000 000 Lengtti = 12 250 ft 1 0 272 0137 1 600 1000 1000 1000 1000 1 000 444 1,012 40 3720 00 151 6807 496 00 +0+0 750L+O 750S+0 5250E+H 1000 1000 1000 1000 1000 000 0 00 000 000 Lengtti = 12 250 ft 1 0 449 0165 1600 1000 1000 1000 1000 1000 733 1,671 71 3720 00 182 81 97 49600 +0+0 750L+O 750S-0 5250E+H 1000 1000 1000 1000 1000 0 00 0 00 000 000 Lengtti = 12 250 ft 1 0174 0 094 1600 1000 1000 1000 1000 1000 284 647 70 3720 00 103 46 39 496 00 +O4810D+O70E+H 1000 1000 1000 1000 1 000 000 0 00 000 000 Lengtti = 12 250 ft 1 0 331 0106 1600 1000 1000 1000 1000 1000 5 40 1,231 74 3720 00 1 16 52 56 496 00 +0 4810D-0 70E+H 1000 1000 1000 1000 1000 000 0 00 000 000 Lengtti = 12250 ft 1 0063 0048 1600 1000 1000 1000 1000 1000 103 234 94 3720 00 0 53 2388 496 00 Overall Maximum Deflections - Unfactored Loads Load Combinabon span Max •-' Defl Locabon in Span Load Combinabon Max "+• Deft Locabon in Span D+Lr+E Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 2112 2803 DOnly 1485 1485 LOnly 0163 0163 Lr Only 0 551 0 551 L+Lr 0 715 0 715 EOnly 0 736 0 766 -EOnly -0 736 -0 766 D+U 2 036 2036 D+L 1648 1648 D+L+Lr 2 200 2 200 D+E 2 221 2 251 D-E 0 749 0 719 D+L+E 2 384 2 415 D+L-E 0 913 0 882 D+LJ+E 2 772 2 803 D+Lr-E 1 301 1 270 1 06962 6186 Support notabon Par left is #1 0 0000 Values in KIPS OOOO Innovabve Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 Murneta, CA 92563 STRUCTURAt ENGINEERING Title Grange Hall Rd Engineer Project Desc 2-Story Custom Residence Job# 11-1541 (951)600-0032 www lnnovativeSb"UcturalEng com Wood Beam ^ Rle WM667\ENGINEERlNG\1667calculalionsec6 b ENERCALC INC 1983-2011, Build612312,Ver612312 | • Lie. # : KW-0600807S Licensee : innovative structural engineering, inc. (ise) Descnption 22 - Flush Bm over Garage Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade iLevel Truss Joist TimberStrand LSL 1 55E Beam Bracing Beam is Fully Braced against lateral-torsion buckling Fb Tension 2,325 0 psi E Modulus of Elasticity Fb Compr 2,325 Opsi Ebend-xx 1,550 Oksi Fc PrII 2,050 0 psi Eminbend -XX 787 82ksi Fc Perp 800 0 psi Fv 310 Opsi Ft 1,070 Opsi Density 32 210pcf DfO 04) LrfO 04) 1 D(0 0100051 L(0 02668) T E(UT3T) D(0^35) » T t D(0 04)lr(0 04) T T T 3 5x14 0 Span = 15 250 ft Applied Loads Beam self weight calculated and added to loads Uniform Load D = 0 020, Lr = 0 020 ksf. Tributary Width = 2 0 ft, (Roof) Uniform Load D = 0 0150 ksf, Tnbutary Width = 9 0 ft, (Wall) Uniform Load D = 0 0150, L = 0 040 ksf, Tnbutary Width = 0 6670 ft, (Floor) Unifonn Load D = 0 020, Lr = 0 020 ksf, Tributary Width = 2 0 ft, (Low Roof) PointLoad E= 1 737k@380ft MSiGfiSUMMARY ^ Maximum Bending Stress Ratio Sechon used for this span fb Actual = FB Allowable = Load Combinabon Locabon of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Tolal Deflection Service loads entered Load Factors will be applied for calculations Design OK 0 345 1 Maximum Shear Stress Ratio = 0 177 1 3 5x14 0 Section used forthis span 3 5x14 0 801 36 psi fv Actual = 87 83 psi 2,325 OOpsi Fv Allowable = 496 00 psi +0+L+H Load Combination +1 089D+O 750Lr+O 750L+O 5250E+H 7 625ft Location of maximum on span = 0 000 ft Span # 1 Span # where maximum occurs = Span # 1 0 105 in Ratio 0 000 in Ratio 0 437 in Ratio •• -0 126 in Ration 1734 0 <360 419 1455 Maximum Forces & Stresses for Load Combinations Load Combinabon Max Stress Rabos Moment Values Shear Values Segment Lengtti Span # M V Cd C FN Cf C m Ct CL M ft) Pb V fv Fv +0 000 0 00 000 000 Lengtti = 15 250 ft 1 0 344 0168 0 900 1000 1 000 1000 1000 1 ooo 6 86 719 96 2092 50 153 46 82 279 00 +0+L+H 1000 1 000 1000 1000 1 000 0 00 0 00 0 00 000 Lengtti = 15 250ft 1 0 345 0168 1000 1000 1000 1000 1000 1000 764 801 36 2325 00 1 70 5211 310 00 +0+Lr+H 1000 1 000 1000 1000 1000 000 0 00 000 0 00 Lengtti = 15 250 ft 1 0 332 0162 1 250 1000 1000 1000 1000 1000 919 964 05 2906 25 2 05 62 69 387 50 +O+O750Lr+O 750L+H 1000 1000 1000 1000 1000 000 0 00 000 0 00 Length = 15 250 ft 1 0 332 0162 1250 1000 1000 1000 1000 1000 919 964 08 2906 25 2 05 62 69 387 50 +0+0 750L40 750S+H 1000 1000 1000 1 000 1000 0 00 0 00 0 00 000 Lengtti = 15 250 ft 1 0 292 0142 1 150 1 000 1000 1000 1 000 1000 744 781 01 2673 75 1 66 50 79 356 50 +1 119D+fl70E+Fl 1 000 1000 1 000 1000 1000 000 000 0 00 000 Innovative Structural Engineenng INNOVATIVE 29970 Technology Dr, #212 ^^^jj^ Murrieta, CA 92563 (951)6000032 Title Grange Hall Rd Engineer Project Desc 2-Story Custom Residence Job# 11-1541 ENGINEERING www InnovabveSburturalEng com Wood Beam Lie. # : KW-0S008078 Rle WU667\ENGlNEERlNG\1667calcula!iQnsec6 ENERCALCINC 1983-2011 BulH 612 312, VerS 12312 Licensee : innovative structural engineering, inc. (ise) Descnpbon Load Combinabon 22 - Plush Bm over Garage Max Sttess Rabos Moment Values Shear Values Segment Lengtti Span tt M V Cd C FN Cr Cm Ct CL M ft) Fb V fv Fv Lengtti = 15 250 ft 1 0 287 0162 1600 1000 1000 1000 1000 1000 1016 1.06635 372000 2 62 80 33 496 00 +1119Dfl70E+H 1000 1000 1000 1000 1000 000 000 000 0 00 Lengtti = 15 250 ft 1 0156 0087 1600 1 000 1000 1000 1000 1000 554 581 40 372000 141 4311 496 00 +0*0 750Lr*0 750L+O 750W+H 1000 1000 1000 1000 1000 000 0 00 000 0 00 Lengtti = 15 250 ft 1 0259 0126 1600 1000 1000 1000 1000 1000 919 964 08 372000 2 05 62 69 496 00 +D+0 750L+0 750S+O 750W+H 1 000 1000 1000 1000 1000 000 0 00 000 000 Lengtti = 15 250 ft 1 0 210 0102 1600 1000 1000 1000 1000 1000 744 781 01 3720 00 166 50 79 496 00 +1 089D+O 750Lr+O 750L+0 5250E 1000 1000 1000 1000 1000 000 000 000 000 Lengtti = 15.250 ft 1 0 327 0177 1600 1 000 1000 1000 1000 1000 1161 1.218 22 3720 00 2 87 87 83 496 00 +1 089D+0 750Lr+0 750L-fl 5250E+ 1000 1000 1000 1000 1000 000 000 000 000 Lengtti = 15 250 ft 1 0 230 0121 1 600 1000 1000 1000 1000 1 000 814 854 52 3720 00 1 96 59 91 496 00 +O+0 750L+0 7508+0 5250E+H 1000 1000 1000 1000 1000 000 000 000 000 Lengtti = 15 250 ft 1 0 262 0145 1600 1000 1000 1000 1000 1000 927 973 44 3720 00 234 71 75 496 00 +O+0 750L+0 750S-0 5250E+H 1000 1000 1000 1000 1000 000 0 00 000 0 00 Lengtti = 15 250 ft 1 0164 0088 1600 1000 1000 1000 1000 1000 581 609 73 3720 00 143 43 83 496 00 +O4810D+O 70E+H 1000 1000 1000 1000 1000 000 0 00 000 0 00 Lengtti = 15 250 fl 1 0170 0102 1600 1000 1000 1000 1000 1000 601 631 21 3720 00 165 50 47 496 00 +04810D-0 70E+H 1000 1000 1000 1000 1000 000 0 00 000 0 00 Lengtti = 15 250 ft 1 0 039 0 045 1600 1000 1000 1000 1000 1 000 139 146 27 3720 00 0 74 22 52 496 00 Overall Maximum Deflections -1 Unfactored Loads Load Combinabon Span Max •-* Defl Locabon in Span Load Combinabon Max •+' Defl Locabon in Span D+Lr+E Vertical Reactions - Unfactored 0 4368 7 396 Support nolabon Par left is #1 0 0000 Values in KIPS OOOO Load Combinabon Support 1 Supp(Xt2 Overall M/\Ximum 3713 2 842 DOnly 1799 1799 LOnly 0 203 0 203 Lr Only 0 610 0 610 L+Lr 0 813 0 813 EOnly 1304 0433 •E Only -1 304 -0433 D+Lr 2 409 2 409 D+L 2 003 2 003 D+L+U 2 613 2 613 D+E 3103 2 232 D-E 0 495 1366 D+L+E 3 307 2 435 D+L-E 0 698 1570 D+Lr+€ 3 713 2 842 D+Lr-E 1 105 1976 Sht WA 1 INNOVATIVE 29970 Tecfinology Dnve, Suite 212 Date STflUCTURAL Murneta, CA 92563 # ~ ENGINEERING (951) 600-0032, (951) 600-0036 Fax ~ Wind loads - ASCE 7-05 - Allowable Stress Design - Rigd Stnjcture. f > 1 O Hz Structure Period, T = Basic Wind Speed (36-Gust), V = Building Occupancy Category = Wind Importance Factor. \^ = Exposure Category = Mean Roof Height, h = Building Length, L = Building Width, B = L/B = h/L = Roof Fitch = I 4 I 12, 0 = Topographic Factor. K^^ - Velocity Pressure Exposure Coeff, K,, = Directionality Factor, = Gust Effect Factor, O = Enclosure Classification = Roof Vc[ocrt:y Pressure, cj,, ^ = 0 20 &5 100 25 66 60 110 035 154 1 00 094 055 0 65 Enclosed 1476 mph degrees psf f=1/T= 500 Hz >1Hz OKI Figure 6-1 Table 1-1 Table 6-1 Section 656 Figure 6-6 Figure 6-6 Figure 6-6 Figure 6-6 Section 6 57 & Figure 6-4 Section 6 5 6 6 & Table 6-3 Section 6 5 4 4 & Table 6-4 Section 6 5 61 Section 6 59 q = 0 00256 Khf^t^Xlfi Sect 6510 Mam Force Resisting System - Design Wind Pressure - Section 6 512 21 (Rigid) SecUon 6 512 21, F = qGC „ - qi(GCpi) Extemal Coefficients = Cp - Figure 6-6 Intemal Coefficient = Gcpi - Figure 6-5 + Intemal - internal © Windward Wall Pressure. P = <]f,G\C^ = 0 60 ) -ci,-(GCi = 016 ) = 739 & 1271 psf Leeward Wall Pressure, P = o\^0'{Cg = -046 ) ' <{GCi = 016 ) = -6 69 & -337 psf Wndward Roof Pressure, P = qhG*(Cp = 0 04 ) -V(GCi = 016 ) = -219 & 313 psf -0 43 ) -VCGCi = 016 ) = -6 06 & -2 74 psf Leeward Roof Pressure. P = cihG"(Cp = -057 ) -c^*{GO = 016 ) = -960 & -446 psf K = 250 ft h^ = 95 ft h,= 95 ft 2-5tory Design Stnp. plf (X-Direcdon) 2nd Fir Windward Wall, P,"h2/2 = 60 plf 2nd Fir Leeward Wall. P2'h2/2 = -41 plf Wind Roof(Po6). Pa'Chr-hi-hg) = 16 p!f ^of Uplift (y-dl Wmd Roof(Neg). P3"(hr-h,-h2) = -4^ plf —> -64 plf Leeward Roof. p4*(hr-h) = -56 plf —> -102 plf Roof Design Stnp (plf)" = 175 plf -166 plf 1st Fir Wmd Wall, P,'(h2/2-Fh,/2) = 121 pif 1st Fir Lee Wall. F2'(h^/2+h,/2) = -63 plf Ist Fir Design Stnp (plf)" = 203 plf Base Wind Force" = 379 pif Sht L2 INNOVATIVE 29970 Technology Dnve, Suite 212 Date-— STRUCTURAL Mumeta, CA 92563 # ENGINEERING (951) 600-0032, (951) 600-0036 Fax A 1 Earthcjuake Load Analysis at 2-5tory building Proposed Project Location Carlsbad. California Goveming Code 2010 California Building Code (CBC) Latitude, deg Longitude, deg Proposed Project Location Carlsbad. California Goveming Code 2010 California Building Code (CBC) 331574 -1173326 'Soils Report — Job# Dated # - Eati^hf^uake Pesign per Chapter 16 of 2010 C3C & ASCE 7-05 Dead Load (W), psf Roof ^ Wall = 20 10 psf Total 2nd Fir = 30 psf floor - Wail = 15 20 psf psf Total 1st Fir = 35 psf Total Wei qht (W)= 65 psf Vr > 1^ h «i Vf Ecjuivaient Lateral Force, 12 6 & 2007 CBC1605 3 2 V= CsW Cs = / (R/i) = 013 Cs = Spi / T(R/I) = 041 Max Cs = 0 01 Min Base Shear, V = a 49 psf Allow Stress V/14 = 6 07 psf (Sect 12 3 4 2) p = 130 Rho Eh = p Qe -7 09 pef Ev ^ 0 2SpsP Earthquake Design Parameters' Site Class -D Per Table 1613 5 2 Short Period S A, 6g = 1274 USGS Is Penod S A, S, -0 460 USGS Site Coefficient, = 100 Tah)e1613 5 3(1) Site Coefficient. F,, = 152 Table 1613 5 3(2) Sms = FgSg = 127 EQ 16-37 Srrii = F^ Si -0 73 EQ16-36 SDS = 2/3 Sms -065 EG 16-39 SDI - 2/3 Sm, = 0 49 EQI 6-40 Seismic Design Category -D 1013 5 6(1) &(2) Height of Building, h,, -1900 ft Response Modification. R -6 50 Table 12 2-1 Importance Factor, le -100 Table 115-1 Occupancy Category = II Table 1604 5 * Seismic Design Parameters per Soils Report as provided *• Tables listed above are located m Chapter 16 of Goveming Approximate Fundamental Fenod,(T) 12 621 Ct = 0 02 Table 12 8-2 X = 0 75 Table 12 6-2 T-C,(h,)'' = 016 Long Period Trans. TL = 12 Figure 22-15 Vertical Distribution of Force per Section 12 6 3 Wl hi Wihi" XWihi^ •Fx (psf) SFx (psf) 30 19 570 570 496 4 96 = Roof (Vr) 35 95 332 5 902 5 2 91 2 91 = Floor (Vf) 65 0 0 902 5 0 7 69 = Base (Vr +- Vf) •Fx-C^\ Cvx = Wihi'/ HWihi^ k^lO 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 1 Date ~ # A ~ Wood Shear Wall Design - Fer C3C Table 2306.3 Left of 2nd Floor Total Length of Shear Wall Segments = Seismic Load Load = 4 96 psf X 26 ft X 22 ft/2 1424 Load = 0 00 psf X 0 ft X 0 ft/2 0 Load = 000 psf X 0 ft X 0 ft/2 0 Load = 000 psf X 0 ft X 0 ft/2 0 Load = 0 00 psf X 0 ft X 0 ft/2 0 Load = 000 psf X 0 ft X 0 ft 0 Total Seismic Load =1 1424 1 Wmd Load Load = 174 plf X 22 ft /2 1914 Load = 0 plf X 0 ft /2 0 Load = 0 plf X 0 ft /2 0 Load = 0 plf X 0 ft 0 Total Wind Load = 1914 lbs Ibs lbs Ibs lbs lbs lbs lbs lbs lbs Ibs lbs 13 67 13 67 Segmented Shear Wall Check per CBC Table 2306 3 Reduced ty 2iv/h per Type V(lb) Total Width (ft) v(plf) "v, allow (plf) Type CBC Table 23053 4 Seismic 1.424 13 67 104 260 6 as applies Wind 1.914 1367 140 280 6 Force Tran atWDW = N WDW Hght = 0 ft Aspect Ratio = 07 1 Aspect Check -Segment / Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 1914 Ibs Height -9 ft Overturning Moment (0 T M ) = 17226 ft-lb Width = 13 67 ft Resisting Moment (R.M ) = 15510 ft-lb Tnb Dead Load on Wal! OTM - 0 6 "R.M 7920 ft-lb Roof = 4 ft/2 Uplift = 579 lbs Wall = 9 ft Uplift from Shear Wall Above = O lbs Floor = 0 ft/2 Total Uplift = 579 lbs Provide CS16 Floor to Floor Strap w/ 2x4 Post Provide STHD14 Foundation Holdown w/ 4x4 Post , ALT HTT5 Diaphragm Stress, Drag Collectors & Top Plate Design Total Lateral Load, V -1914 lb Top Plate Stress = 106 plf Length of Diaphragm. L = 26 ft Top Plate Drag Length = 5 ft Diaphragm Stress, v = V/L = 74 plf Top Pit Splice Load -532 lbs Length of Shear Wall Line, Lw = 16 ft Provide CSI 6 Hardware Spacing = 50 " 00 Sht W 2 INNOVATIVE 29970 Technology Dnve, Suite 212 Date - STRUCTURAL Mumeta, CA 92563 # - ENGlNEEfllNG (951) 600-0032, (951) 600-0036 Fax A ~ Wood Shear Wall Pesig n - Per C^C Table 2306.3 2 Left of Laundry & Bed 5 Tota! Length of Shear Wall Segments = 1409 1 Seismic Load 267 Load = 4 98 psf X 26 ft X 22 ft/2 1424 lbs 4 Load = 4 98 psf X 64 ft X 23 ft/2 3665 lbs 3 417 Load = 0 00 psf X 0 ft X 0 ft/2 0 lbs 4 Load = 0 00 psf X 0 ft X 0 ft/2 0 lbs Load = 000 psf X 0 ft X 0 ft/2 0 lbs load = 0 00 psf X 0 ft X O ft 0 Ibs Total Seismic Load =1 5090 lbs Wmd load Load = 175 plf X 45 ft /2 3936 lbs Load = 0 plf X 0 ft /2 0 lbs Load = 0 plf X 0 ft /2 0 lbs Load = 0 plf X 0 ft 0 lbs Total Wmd Load = 3936 Jibs Segmented Shear Wall Check per CBC Table 2306 3 " Reduced by 2w/h per CBC Table 230534 as applies Type Seismic Wind V(lb) 5,090 3.938 Total Width (ft) 14 09 14 09 v(plf) 361 280 V, allow (plf) 677 870 Type Force Tran at WDW = 1^ WDW Hght = 0 Aspect Check - Segment I Pier Width = O Aspect Ratio = 26 1 Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 1265 Ibs Height = 9 ft Overturning Moment (0 T M ) = 11381 ft-lb Width = 35 ft Resisting Moment (R M ) = 2161 ft-lb Tnb Dead Load on Wall OTM- 06 ' RM 10073 ft-lb Roof = 23 ft/2 Uplift = 2878 lbs Wall = 9 ft Uplrft from Shear Wall Above = 0 lbs Floor = 0 ft/2 Total Uplift = 2876 lbs Provide 2-CS16 Floor to Floor Strap w/ 4x4 Post Provide STHD14 Foundation Holdown w/ 4x4 Post . ALT HTT5 Diaphragm Stress. Drag Collectors & 1 op Plate Design Total Lateral Load, V = 5090 lb Top Plate Stress = 80 plf Length of Diaphragm, L = 64 ft Top Plate Drag Length = 12 ft Diaphragm Stress, v - V/L -60 plf Top Pit Splice Load = 954 Ibs Length of Shear Wall Line, Lw = 64 ft Provide CS16 Hardware Spacing = 66 " oc INNOVATIVE ENGINEERING 29970 Teohnotogy Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 2 Date - # - A ~ Petforated Shear Wall Design w/ Force Transfer Around Openings - Coupled Beam Analogy - Per 2305.1.1 Left of Laundry III 1 vll VIII II IX \v y. V VI XII Xi D U 1 111 1 II r K ^ V[A/(A+C)] Y=K'I/J X = Y'J/! V, Shear -2439 Ibs Shear Wall Dimensions S W Width, A= 25 ft ft C= 3 42 ft D=\ 125 ft E^l 4 ft F= 3 75 ft H= 9 ft W= 6 59 ft I = 9+E/2 = 3 25 ft J^A+B/2= 3 92 ft Ll =C+B/2=: 467 ft 0 = D+E/2 ^ 3 25 ft 267 Results Provide Type 1 Shear Shear Entire Wall with CS16 Above & Below Opening 1070 667 1070 Ibs Ibs Ibs T T = [(Y'B/2)/D] = 667 Ibs v,= T/(e>/2)= 710 plf 601 -86 40t lb& lbs 183 66 lbs plf 601 401 P'^ 0 = V'H/W - N^((D-AVrW=^ 2&&6 616 16^9 452 231 lbs lbs lb& FrovidaC5A6 strap plf 452 362 plf ^ = V*[C/(A+C)1 - Y = ro/ui = X = VLl/O 1369 953 1369 lbs lbs lbs - ^ |-^Y-B/2)/Dl = 953 763 lbs Governs Shear tvp^ 1026 ll'^ -152 li'^ V>V111 401 3lf 416 122 lbs Ci^^!^'(E/2VC]- 1 - t^/ C - 901 1755 '^^ 401 plf M ^•iO lbs _ t^ /1-' ' 639 511 tbs plf 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 3 Date ~ # A ~ Wood Shear Wall Design - Per CBC Table 2306.3 Right ofZnd floor Total Length of Shear Wall Segments = Seismic Load Load = A 9b psf X 64 ft X 23 ft/2 3665 Load = 0 00 psf X 0 ft X 0 ft/2 0 Load = 000 psf X 0 ft X 0 ft/2 0 Load = 0 00 psf X 0 ft X 0 ft/2 0 Load ~ 000 psf X 0 ft X 0 ft/2 = 0 load = 0 00 psf X 0 ft X 0 ft 0 Total Seismic Load = 3665 Wind Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs Load = 175 plf X 23 ft /2 2013 Ibs Load = 0 plf X 0 ft /2 0 Ibs Load = 0 plf X 0 ft /2 0 Ibs Load = 0 p\f X 0 ft 0 Ibs Total Wmd Load =| 2013 jibs 12 12 Segmented Shear Wall Check per CBC Table 2306 3 " Reduced by 2w/h per Type V(lb) Total Width (ft) v(plf) "v, allow (plf) Type CBC Table 2305 3 4 Seismic 3.665 12 00 305 350 4 as applies Wmd 2.013 12 00 166 260 6 Force Tran at WDW N WDW Hght = 0 ft Aspect Ratio = 08 1 Aspect Check -Segment / Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 3665 lbs Height = 9 ft Overturning Moment (0 T M) = 32966 ft-lb Width = 12 ft Resisting Moment (R M ) =: 26352 ft-lb Tnb Dead Load on Wall OTM- 06 ' RM 17176 ft-lb Roof = 24 ft/2 Uplift 1431 lbs Wall = 9 ft Uplift from Shear Wall Above = 0 lbs Floor = 0 ft/2 Total Uplift = 1431 Ibs Provide C516 Floor to Floor Strap w/ 2x4 Post Provide STHD14 Foundation Holdown w/ 4x4 Post ALT HTT5 L'raphrragm Stress, L'rag Collectors & lop Plate Design Total Lateral Load. V = 3665 lb Top Plate Stress = 57 plf Length of Diaphragm. L = 64 ft Top Plate Drag Length =| 26 |ft Diaphragm Stress, v = V/L = 57 plf Top Pit Splice Load = 1489 Ibs Length of Shear Wall Line. Lw = 64 ft Provide CS16 Hardware Spacing = 92 " 0 c ENGINEERING 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 4 Date # - A ~ Wood Shear Wall Design - Per CaC Table 2306.3 Kear of 2nd Floor Total length of Shear Wall Segments = Seismic Load Load = A 9b psf X 45 ft X 25 ft/2 2601 Load = 496 psf X 23 ft X 5 ft/2 286 load = 0 00 psf X 0 ft X 0 ft/2 0 load = 0 00 psf X 0 ft X 0 ft/2 0 load = 000 psf X 0 ft X 0 ft/2 0 load = 0 00 psf X 0 ft X 0 ft 0 Total Seismic Load =1 3088 Wind Load Load = 175 plf X 30 ft /2 2625 Ibs Load = 0 plf X 0 ft /2 0 ibs Load = 0 plf X 0 ft /2 0 Ibs Load = 0 plf X 0 ft 0 Ibs Total Wind Load =| 2625 Jibs ibs lbs Ibs lbs Ibs Ibs ibs 12 12 Segmented Shear Wall Check per CBC Table 2306 3 Reduced 2w/h per Type vcib) Total Width (ft) v(plf) "v, allow (plf) Type CBC Table 23053 4 Seismic 3,066 12 00 257 260 6 as applies Wind 2.625 1200 219 260 6 Force Tran at WDW = N WDW Hght = 0 ft Aspect Ratio = 06 1 Aspect Check -Segment / Pier Mdth = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 3086 lbs Height = 9 ft Overturning Moment (0 T M ) = 27786 ft-lb Width = 12 ft Resisting Moment (R M ) = 16272 ft-lb Tnb Dead Load on Wall OTM- 06 • RM 16025 ft-lb Roof = 10 ft/2 Uplrft = 1502 lbs Wall = 9 ft Uplift from Shear Wall Above = 0 lbs Floor = 0 ft/2 Total Uplift = 1502 lbs Provide C516 Fioor to Floor Strap w/ 2x4 Post Provide STHD14 Foundation Holdown w/ 4x4 Post ALT HTT5 Diaphragm Stress Drag Collectors & 1 op Plate Design Total Lateral Load, V = 3088 Ib Top Plate Stress = 69 ptf Length of Diaphragm, L = 45 ft Top Flate Drag Length = 24 ft Diaphragm Stress, v = V/L -69 plf Top Fit Splice Load = 1647 Ibs Length of Shear Wall Line. Lw = 45 ft Provide CS16 Hardware Spacing = 77 " oc 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032. (951) 600-0036 Fax Sht W 5 Date - # - A ~ Wood Shear Wall Design - Per CBC Table 2306.3 Front of Ded 3 Total Length of Shear Wall Segments = Seismic Load Load = 496 psf X 45 ft X 25 5 ft/2 2857 Load = 4 98 psf X 23 ft X 38 5 ft/2 2205 Load ~ 0 00 pef X 0 ft X 0 ft/2 = 0 load = 0 00 pef X 0 ft X 0 ft/2 0 Load = 0 00 pef X 0 ft X 0 ft/2 0 Load = 0 00 pef X 0 ft X 0 ft 0 Total Seismtc Load =1 5062 Wind Load Load = 175 plf X 64 ft /2 5600 lbs Load = 0 plf X 0 ft /2 0 lbs Load = 0 plf X 0 ft /2 0 lbs Load = o plf X o ft 0 lbs Total Wind load =| 5600 Jibs lbs Ibs lbs Ibs lbs lbs lbs 1342 6 7417 Segmented Shear Wali Check per CBC Table 2306 3 " Reduced by 2w/h per Type V(lb) Total Width (ft^ V(plf) "v, allow (plf) Type CBC Table 23053 4 Seismic 5.062 1342 377 550 3 as applies Wind 5.600 13 42 417 550 3 Force Tran at WDW = N WDW Hght = 0 ft Aspect Ratio = 15 1 Aspect Check -Segment / Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 2504 Ibs Height = 9 ft Overturning Moment (0 T M ) -22539 ft-lb Width = 6 ft Resisting Moment (R M ) = 3708 ft-ib Trib Dead Load on Wall OTM- 06 • RM 20314 ft-lb Roof = 6 ft/2 Uplifts 3386 lbs Wall = 9 ft Uplift from Shear Wall Above = 0 lbs Floor = 0 ft/2 Total Uplift = 3366 Ibs Provide 2-CS16 Floor to Floor Strap w/ 4x4 Post Provide STHD14 Foundation Holdown w/ 4x4 Post . ALT HTT5 Diaphragm Stress, Drag Collectors &1op Plate Design Total lateral Load. V = 5600 lb Top Plate Stress = 417 plf Length of Diaphragm, L = 45 ft Top Plate Drag Length =[ 0 |ft Diaphragm Stress, v = V/L = 124 plf Top Pit Splice Load -0 lbs Length of Shear Wall Line, Lw = 1342 ft Provide CS16 Hardware Spacing = 13 " oc INNOVATIVE STRUCTURAL ENGINEERING 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 6 Date ~ # A : ~ Wood Shear Wall Design - Per CBC Table 2306.3 6 Front of Bedroom 5 Total Length of Shear Wall Segments = Seismic Load Load = 4 96 psf X 23 ft X 365 ft/2 2205 Load = 0 00 psf X 0 ft X 0 ft/2 0 Load = 0 00 psf X 0 ft X 0 ft/2 0 Load = 0 00 psf X 0 ft X 0 ft/2 0 Load = 000 psf X 0 ft X 0 ft/2 0 Load = 0 00 psf X 0 ft X 0 ft 0 Total Seismic Load =1 2205 Wind Load ibs Ibs Ibs Ibs Ibs Ibs Ibs Load = 175 plf X 365 ft /2 3369 Ibs Load = 0 plf X 0 ft /2 0 lbs Load = 0 plf X 0 ft /2 0 lbs Load = 0 plf X 0 ft 0 lbs Total Wind Load =1 5369 Jibs 6833 3 417 3 417 Segmented Shear Wall Check per CBC Table 2306 3 " Reduced by 2w/h per Type V(lb) Total Width (ft) v(plf) "v. allow (plf) Type CBC Table 2305 3 4 Seismic 2.205 683 323 730 2 as applies Wmd 3.369 6 83 493 730 2 Force Tran at WDW = N WDW Hght 0 ft Aspect Ratio = 05 1 Aspect Check -Segment / Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 3196 lbs Height = 9 ft Overturning Moment (0 T M) -26764 ft-lb Width = 165 ft Resisting Moment (R M ) = 22597 ft-lb Tnb Dead Load on Wall OTM- 06 • RM 15206 ft-lb Roof = 4 ft/2 Uplift = 922 lbs WalU 9 ft Uplift from Shear Wall Above = 0 lbs Ftoor = 0 ft/2 Total Uplift = 922 lbs Provide CS16 Floor to Floor Strap wl 2x4 Post Provide 5TH[?14 Foundation Holdown wl 4x4 Post , ALT HTT5 Diaphragm Stress, Drag Co lectors & Top Plate Design Total Lateral load, V = 3369 lb Top Plate Stress = 204 plf Length of Diaphragm. L = 23 ft Top Plate Drag Length = 8 |ft Diaphragm Stress, v ~ Vll = 146 plf Top Pit Splice Load = 1633 lbs Length of Shear Wall Line, Lw = 165 ft Provide CS16 Hardware Spacing = 26 " oc Sht W 6 INNOVATIVE 29970 Technology Dnve, Suite 212 Date ~ STRUCTURAL ENGINEERING Mumeta, CA 92563 # ~ STRUCTURAL ENGINEERING (951) 600-0032, (951) 600-0036 Fax A . ~ Perforated Shear Wall Design w/ Force Transfer Around Openings - Coupled Beam Analogy - Per 2305.1.1 6 Front of Bed 5 III Vll VIII [1 !>: IV X V VI xii XI U V. Shear = 3196 lbs Shear Wall Dimensions S W Width. A= B^ C= D= E= F^ H^ 9 25 342 125 2 75 ft ft ft ft ft ft 9 ft W= 161 ft I = D+E/2 = 3 75 ft J = A-t-B/2= 604 ft L1=C-i-B/2:^ 604 ft 0^ D+E/2 = 3 75 ft 342 Results Provide Type 2 Shear Shear Entire Wall with (2) CS16 Above & Below Opening 111 R = V[A/(A+C)] = 1598 Ibs 111 1 Y=K'\IJ = 745 Ibs 11 X = Y'J/l = 1598 lbs < T = [(Y-B/2)/D] = U|= T/(B/2) = 2757 596 lbs plf Governs Shear Type Z = [(R-(E/2))/A] W=[(K-(E/2))-(Y-A)]/A UN = K / A J = K-T Ulll= J/A: Q = [K'(E/2)/A]: P=((Y*A)-+(K"(E/2)))/A: u^, = K / A 1169 424 466 1169 1914 4^6 lbs Ibs plf -1159 Ibs -339 plf Ibs Ibs plf [-=1— A—t=-j D = VH/W = 1786 Ibs N = ((D'A)-(P'A))/F = -157 Ibs Ll_ 1^ R = C(Q'A)-K(N'F))/A = 1043 Ibs M = ((K"F)+-(Q"A)-(R"A))/F = 1755 Ibs N / A = -46 plf Provide (2) CS16 strap ri |-=J- B/2 -c=j vl L = K- N Dyt= L/(B/2): 1755 379 Ibs plf vll vlll IX Y o K = V[C/(A+C)J = 1598 lbs Y = i;-0/L1 = 745 Ibs X = Y'Ll/0 = 1596 Ibs ==1- B/2 vll Cl T = [:(Y-B/2)/D] = Ov„= T/(B/2)=: 2757 596 lbs plf Governs Shear Type Z = |;(K'(E/2)}/C] = 1169 lbs W = [(t;"(E/2))-(Y-C)] / C = 424 lbs UK = KIC= Aeb plf vlll [-=.-c-H J = K-T iViii = J / C S a= [K'(E/2)/C] ^- P = ((Y'C)-h(K'(E/2)))/C K/C = -1159 Ibs -339 plf 1169 1914 468 lbs lbs plf 1 r-1 4 XI j c-<-i j-=J- B/2 -t=»| D = V-H/W = 1788 Ibs N = ((D'C)-(rC))/F = -157 lbs R = ((Q'C)+(N*F))/C = 1043 lbs M = ((K'F)+(Q'C)-(R"C))/F = 1755 lbs Uxi = N / C = -46 plf r-1 Xll L = K - N = 1755 lbs Uxii = L/(B/2) = 379 plf 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032. (951) 600-0036 Fax Sht W 7 Date ~ # ~ A ~ Wood Shear Wall Design - Per CBC Table 2306.3 Left of 1st Floor Total tjsngth of Shear Wall Segments = Seismic Load Load = 4 96 psf X 26 ft X 22 ft/2 1424 Load = 2 91 psf X 26 ft X 22 ft/2 832 Load ^ 2 91 psf X 22 ft X 12 ft/2 384 load = 0 00 psf X 0 ft X 0 ft/2 0 load -0 00 psf X 0 ft X 0 ft/2 0 load = 000 psf X 0 ft X 0 ft 0 Total Seismic Load = 2641 Wind Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs Load = 175 plf X 22 ft /2 1925 Ibs Load = 203 plf X 22 ft /2 2233 lbs Load = 203 pif X 12 ft /2 1218 Ibs load = 0 plf X 0 ft 0 Ibs Total Wind Load =| 5376 Jibs 975 975 Segmented Shear Wail Check per CBC Table 2306 3 " Reduced fcy 2w/h per Type V(lb) Total Width (ft) v(ptf) "v, allow (plf) Type CBC Table 23053 4 Seismic 2.641 975 271 280 6 as applies Wind 5.376 975 551 730 2 Force Tran at WDW = N WDW Hght = 0 ft Aspect Ratio = 09 1 Aspect Check -Segment / Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 5376 ibs Height = 9 ft Overturning Moment (0 T M ) = 48384 ft-lb Width ^ 975 ft Resisting Moment (R M ) = 8334 ft-lb Tnb Dead Load on Wall OTM- 06 " RM 43384 ft-ib Roof = 4 ft/2 Uplift = 4450 Ibs Wall = 9 ft Uplift from Shear Wall Above = 0 Ibs Floor = 1333 ft/2 Total Uplift = 4450 Ibs Provide HTr5 Foundation Holdown wl 4x4 Post Diaphragm Stress. Drag Collectors & lop Plate Design Total Lateral Load, V = 5376 Ib Length of Diaphragm, L = 22 ft Diaphragm Stress. v-VIL- 244 plf Length of Shear Wall Line, Lw = 22 ft Hardware Spacing = 22 " o c Top Plate Stress = Top Flate Drag Length = Top Pit Splice Load = Provide 2-C516 244 plf 12 ft 2993 lbs 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 6 Date - # ~ A • Wood Shear Wall Design - Per CBC Table 2306.3 Left of Stairs & Living Total Length of Shear Wall Segments = Seismic Load Load = 4 96 psf X 26 ft X 22 ft/2 1424 Load = 4 96 psf X 64 ft X 23 ft/2 3665 Load = 2 91 psf X 26 ft X 22 ft/2 832 Load = 2 91 psf X 64 ft X 23 ft/2 2142 Load = 291 psf X 22 ft X 12 ft/2 364 Load = 0 00 psf X 0 ft X 0 ft 0 Total Seismic Load = 8448 ^nd Load Load = 175 plf X 45 ft /2 Load -203 plf X 45 ft /2 Load = 203 plf X 12 ft /2 Load = 0 plf X 0 ft lbs lbs lbs lbs Ibs Ibs lbs Total Wind Load = 3936 lbs 4568 Ibs 1218 ibs 0 lbs 1 9723 Jibs 1675 1133 2 67 275 Segmented Shear Wall Check per CBC Table 2306 3 " Reduced by 2w/h per Type V(lb) Totat Width (ft; v(plf) "v, allow (plf) Type CBC Table 23053 4 Seismic 6.446 1675 504 516 1 as applies Wind 9,723 1675 580 730 2 Force Tran at WDW = N WDW Hght = 0 ft Aspect Ratio = 34 1 Aspect Check -Segment 1 Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 1550 lbs Height = 9 ft Overturning Moment (0 T M ) = 13946 ft-lb Width = 2 67 ft Resisting Moment (R M ) = 1718 ft-lb Tnb Dead Load on Wall OTM - 06 • R.M 12916 ft-lb Roof = 23 ft/2 Uplift = 4837 Ibs Wall = 18 ft Uplrft from Shear Wall Above = 0 lbs Floor = 0 ft/2 Total Uphft = 4837 lbs Provide HDQ6 Foundation Holdown wl 4x6 Post Diaphragm Stress, Drag Collectors d (lop Plate Design Total Lateral Load, V = 9723 Ib Top Plate Stress = 243 plf Length of Diaphragm, L = 64 ft Top Plate Drag Length =| 10 |ft Diaphragm Stress, v = V/L = 152 plf Top Fit Splice Load = 2431 lbs Length of Shear Wall Line, Lw = 40 ft Provide 2-CS16 Hardware Spacing = 22 " oc 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 9 Oate - # - A Wood Shear Wall Design - Per CBC Table 2306.3 9 Right of let Floor Total Length of Shear Wall Segments = Seismic Load Load = 4 98 psf X 64 ft X 23 ft/2 3665 Load = 2 91 psf X 64 ft X 23 ft/2 2142 Load -000 psf X 0 ft X 0 ft/2 0 Load = 0 00 psf X 0 ft X 0 ft/2 0 load = 0 00 psf X 0 ft X 0 ft/2 0 load = 0 00 psf X 0 ft X 0 ft 0 Total Seismii 5807 Wind Load Load = 175 pif X 23 ft /2 2013 ibs Load = 203 plf X 23 ft /2 2335 lbs Load 0 plf X 0 ft /2 0 lbs Load = 0 plf X 0 ft 0 lbs Total Wind Load =| 4347 Jibs lbs lbs lbs Ibs Ibs Ibs Ibs 1167 567 6 Segmented Shear Wall Check per CBC Table 2306 3 " Reduced by 2w/h per Type V(Ib) Total Width (ft; v(plf) "v, allow (plf) Type CBC Table 23053 4 Seismic 5.607 11 67 496 550 3 as applies Wind 4,347 11 67 372 550 3 Force Tran atWlW-N WDW Hght = 0 ft Aspect Ratio = 16 1 Aspect Check -Segment / Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 2621 lbs Height -9 ft Overturning Moment (0 T M) = 25393 ft-lb Width = 567 ft Resisting Moment (R M ) = 9821 ft-lb Tnb Dead Load on Wall OTM- 06 • RM 19500 ft-lb Roof = 24 ft/2 Uplift = 3439 lbs Wall = 18 ft Uplift from Shear Wall Above = 0 lbs Floor = 17 ft/2 Total Uplift = 3439 lbs Provide STHD14 Foundation Holdown wl 4x4 Post , ALT HTT5 Diaphragm Stress, Drag Collectors & 1 op Flate Design Total Lateral Load, V = 5607 lb Length of Diaphragm, L = 64 ft Diaphragm Stress. v = Vll= 91 plf Length of Shear Wall Line. Lw = 64 ft Hardware Spacing = 58 "oc Top Plate Stress = 91 plf Top Plate Drag Length = 32 ft Top Pit Splice Load = 2904 Ibs Provide 2-CS16 29970 Technology Dnve, Suite 212 Mumeta. CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 10 Date ~ # A - Wood Shear Wall Design - Per CBC Table 2306,3 10 Rear of 1st Floor Total Length of Shear Wall Segments = Seismic Load Load = 4 98 psf X 46 ft X 25 ft/2 2801 Load = 4 96 psf X 23 ft X 5 ft/2 266 Load = 2 91 psf X 45 ft X 26 ft/2 1702 Load = 000 psf X 0 ft X 0 ft/2 0 Load = 0 00 psf X 0 ft X 0 ft/2 0 Load = 000 psf X 0 ft X 0 ft 0 Total Seismic Load = 4790 Wind Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs Load = 175 plf X 30 ft /2 2625 lbs Load = 203 plf X 26 ft /2 2639 lbs Load = 0 plf X 0 ft /2 0 lbs Load -0 plf X 0 ft 0 lbs Total Wind Load =j 5264 Jibs 13 92 13 92 Segmented Shear Wall Check per CBC Table 2306 3 " Reduced by 2w/h per Type V(lb) Total Width (ft] vCplf) "v, allow (plf) Type CBC Table 230534 Seismic 4.790 13 92 344 350 4 as applies Wmd 5.264 13 92 378 550 3 Force Tran at WDW = N WDW Hght = 0 ft Aspect Ratio = 06 1 Aspect Check -Segment / Fier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 5800 Ibs Height = 9 ft Overturning Moment (0 T M ) = 52200 ft-!b Width = 15 333 ft Resisting Moment (R M ) = 42475 ft-lb Tnb Dead Load on Wall OTM- 06 ' RM 26715 ft-lb Roof = 10 ft/2 Uplift = 1742 ibs Wall = 18 ft Uplift from Shear Wall Above = 0 Ibs Floor = 1333 ft/2 Total Uplift = 1742 Ibs Provide STHD14 Foundation Holdown wl 4x4 Post , ALT HTT5 Diaphragm Stress, Drag Collectors & lop Flate Design Total lateral load. V = 5264 Ib Top Plate Stress = 117 plf Length of Diaphragm, I = 45 ft Top Plate Drag Length = 17 |ft Diaphragm Stress, v = Vll = 117 plf Top Pit Splice Load = 1969 Ibs Length of Shear Wall Line, Lw = 45 ft Provide 2-CS16 Hardware Spacing -45 " oc INNOVATIVE STRUCTURAL ENGINEERING 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032. (951) 600-0036 Fax Sht W 11 Date ~ # ~ A - Wood Shear Wall Design - Per CBC Table 2306 3 11 Front of Oarage Total Length of Shear Wall Segments = Seismic Load Load Load Load Load Load Load 4 96 psf X 45 ft X 255 4 96 psf X 23 ft X 385 291 psf X 45 ft X 255 2 91 psf X 23 ft X 17 5 0 00 psf X 0 ft X 0 0 00 psf X 0 ft X 0 ft/2 ft/2 ft/2 ft/2 ft/2 ft 2657 Ibs Total Seismic Load =1 2205 Ibs 1670 Ibs 586 Ibs 0 Ibs O Ibs Ibs 7317 Wind Load Load " 175 ptf X 64 ft /2 5600 lbs Load = 203 plf X 43 25 ft /2 4390 lbs Load = 0 plf X 0 ft /2 0 lbs Load = 0 plf X 0 ft 0 lbs Total Wind Load =| 9990 Jibs 13 58 10 3 583 Segmented Shear Wall Check per CBC Table 2306 3 " Reduced by 2w/h per Type V(lb) Total Width (ft; v(plf) "v. allow (plf) Type CeC Table 23053 4 Seismic 7.317 13 58 539 550 3 as applies Wind 9,990 13 56 735 870 1 Force Tran at WDW = N WDW Hght = 0 ft Aspect Ratio = 15 1 Aspect Check -Segment 1 Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 4413 lbs Height -9 ft Overturning Moment (0 T M ) = 39714 ft-lb Width = 6 ft Resisting Moment (R M ) = 2966 ft-lb Tnb Dead Load on Wall OTM- 06 • RM 37922 ft-lb Roof = 4 ft/2 Uplift = 6320 lbs Wall = 9 ft Uplrft from Shear Wall Above = 0 lbs Floor = 0 ft/2 Total Uplift = 6320 lbs Provide HDQ8 Foundation Holdown wl 4x6 Post INNOVATIVE STRUCTURAL ENGINEERING 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 12 Date ~ # - A - Wood Shear Wall Design - Per CBC Table 2306.3 12 i^ear of Dining Seismic Load Load = 2 91 psf X 23 ft X 38 ft/2 Load = 0 00 psf X 0 ft X 0 ft/2 Load = 0 00 psf X 0 ft X 0 ft/2 Load = 0 00 psf X 0 ft X 0 ft/2 Load = 0 00 psf X 0 ft X 0 ft/2 Load = 0 00 psf X 0 ft X 0 ft Total Length of Shear Wall Segments 1 1272 0 O o 0 o Tota! Seismic Load =| 1272 Wind Load ibs Ibs Ibs Ibs Ibs Ibs Ibs Load = 203 plf X 36 ft /2 3857 lbs Load = 0 pff X 0 ft /2 0 lbs Load = 0 plf X 0 ft /2 0 lbs Load = 0 plf X 0 ft 0 lbs Total Wind Load =| 3657 Jibs 7167 7167 Segmented Shear Wall Check per CBC Table 2306 3 " Reduced ty 2w/h per Type V(lb) Total Width (ft; v(pif) **v allow (pH") Type CBC Table 2305 3 4 Seismic 1,272 717 177 280 6 as applies Wind 3,657 717 538 550 3 Force Tran at WDW = N WDW Hght = 0 ft Aspect Ratio = 13 1 Aspect Check -Segment / Pier Width = 0 ft Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 3857 Ibs Height = 9 ft Overturning Moment (0 T M ) = 34713 ft-lb Width ^ 7167 ft Resisting Moment (R M ) = 3716 ft-lb Tnb Dead Load on Wall OTM- 06 " RM 32483 ft-lb Roof = 0 ft/2 Uplift = 4532 Ibs Wall = 9 ft Uplrft from Shear Wall Above = 0 Ibs Floor = 2 67 ft/2 Total Uplift = 4532 lbs Provide HTTB Foundation Holdown wl 4x4 Post Diaphragm Stress, Drag Collectors & Top Flate Design hor-al 1 /la^ V - "^AR? Ih Tnn Pln+. Total lateral Load, V = 3657 Ib Length of Diaphragm, L = 23 ft Diaphragm Stress, v = Vll = 168 plf Length of Shear Wall Line, Lw = 7167 ft Hardware Spacing = 10 " oc Top Plate Stress Top Plate Drag Length Top Pit Splice Load Provide CSI 6 = O 536 plf O |ft lbs INNOVATIVE ENGINEERING 29970 Technology Dnve, Suite 212 Mumeta, CA 92563 (951) 600-0032, (951) 600-0036 Fax Sht W 13 Date ~ # - A ~ Wood Shear Wall Design - Per CBC Table 2306.3 13 Front of Pinmg/Living Total Length of Shear Wall Segments = Seismic Load Load -4 96 psf X 23 ft X 365 ft/2 2205 Load = 2 91 psf X 23 ft X 20 5 ft/2 666 Load = 0 00 psf x 0 ft X 0 ft/2 0 Load = 000 psf X 0 ft X 0 ft/2 0 Load = 000 psf X 0 ft X 0 ft/2 0 Load = 0 00 psf X 0 ft X 0 ft 0 Total Seismic Load =1 2891 Wmd load Load = 175 plf X 385 ft /2 3369 Ibs load = 203 plf X 20 5 ft /2 2061 Ibs load = 0 plf X 0 ft /2 0 lbs load = 0 plf X 0 ft 0 lbs Total Wind Load =| 5450 Jibs Ibs Ibs lbs lbs lbs lbs lbs Shear Wall End Post & Holdown Design Worst Case Wall Shear Load at Wall = 2551 lbs Height = 9 ft Overturning Moment (0 T M ) = 22959 ft-lb Width = 2 ft Resisting Moment (R M ) = 351 ft-lb Tnb Dead Load on Wall OTM- 06 • RM 22749 ft-lb Roof = 4 ft/2 Uplift ^ 11374 lbs Wall = 9 ft Uplrft from Shear Wall Above = 0 lbs Floor = 1333 ft/2 Total Uplift = 11374 lbs Provide 2 5SW24x9 SIMPSON STHEL STRONG WALL Diaphragm Stress. Drag Collectors & Top Folate Design Total Lateral Load, V = 5450 lb Length of Diaphragm, L = 24 ft Diaphragm Stress, v = V/L = 227 plf Length of Shear Wall Line, Lw = 13 ft Hardware Spacing = 13 " oc Top Plate Stress = 419 plf Top Plate Drag Length =| O |ft Top Pit Splice Load = O Ibs Provide CS16 Sht F 1 INNOVATIVE 29970 Technology Drive, Suite 212 Date - STRUCTURAL Mumeta, CA 92563 # ~ ENGINEERING (951) 600-0032, (951) 600-0036 Fax A ~ Conventional Foundation Analysis [Design Values ] Allowable Soil Beanng Pressure (psfl = 2000 Soils Report by Job NLimber Date AGS j Maximum Beanng Wall Load Roof = 40 psf '{ 28 12 + 1 ) = 600 0 plf Wall = 15 psf 9 + 9 ) -270 0 Floor = 55 pef 'C 15 12 +-0 ) = 412 5 Deck*= 75 pef 0 12 + 0 } -00 w- 12825 plf [Cont Garage Footing Design Reciuired Footing Width = 1283 / ( 2000 - 50 ) - 0 66 ft 1- Story Footing | 12 |"x 1 12 |" wl Steel Reinforcing Per Plans 2- 6tory Footing | 15 ["x | 16 |' wl Steel Reinforcing Fer Plans jAllowable Point Load at Footmg Pmax-SBFxSx Width /144 S ^ 2 X (Depth + Slab Thick) + Post Width (3in mm post width used) Pmax at 1-Story = 5633 lb P max at 2-StDry = 9792 lb Pad Design As Needed Fl 24 " Sq X 16 " Dp Pad Footing wl (3) #4 BOT EA WAY Pmax = 7100 LB F2 30 " 5a^ X 18 " Dp Pad Footing wl (4) #4 BOT EA WAY Pmax = 11075 LB Fl 36 " Sq X 18 " Dp Fad Footing wl (5) #4 BOT EA WAY Pmax = 15975 LB F4 42 " Sq X 16 " Dp Fad Footmg wl (6) #4 BOT EA WAY Fmax = 21725 LB F5 46 " Sq X 18 " Dp Fad Footmg wl (6) #4 BOT EA WAY Pmax -264O0LB W \1667VENGl NEERI t^G\1667 Calculations 26 of 28 Sht C Exp INNOVATIVE 29970 Technology Dnve, Suite 212 Date STRUCTURAL Mumeta, CA 92563 # — ENGINEERING (951) 600-0032, (951) 600-0036 Fax A - Conventional Foundation Design for Expansive Soils per C&C Section 1£>05 fi* 2 Ag = Area of Steel (inlft) Ail references to Figures & Tables correspond to the 2010 CBC & WRI - Design of Slab-On-Ground Foundations Southem California Cw (Climate Rating) = 15 Design Categones Category Expasion Index, El Plasticity Index, PI 1 II 0-50 low 51-90 Medium 15 15 4" Slab on Grade Design (Plasticil?/ Index) 1-C A.f, A^fy=40ksi Way Spacing, ft 0-15 0 2500 0 063 #3 at 18' O/C 25 15-20 0 06 2650 0 066 #3 at 18' O/C 22 20-25 012 2950 0 074 #3 at 18' QIC 19 25-30 017 3300 0063 #4 at 16' QIC 17 30-35 023 3850 0 096 #4 at 16' QIC 16 35-40 0 28 4350 0109 #4 at 18' O/C 15 40-45 0 34 4900 0123 #4 at 16' O/C 14 45-50 0 39 5200 0130 #4 at 16' O/C 13 50-55 0 395 5250 0131 #4 at 18' O/C 13 55-60 04 5300 0133 #5 at 16' O/C 13 Footing Design Specifications Design Et^uations Per 1615 6 Design Weight, w (psf) Moment = Mu = w^ L' (Lc) / 2 Shear = Vu = w^ L' Lc Deflection (in) = A =^ L' (Lc)'' / 4 Ec Ic A<.lcl 460 L= Total length of slab in pnme direction L' = Total length of slab (width) perpendicular to L *Lc = Design Cantilever length ((^k) *(Figures 16-111-5 & 18-111-6) Ec - Creep modulus of Concrete Ic = Cracked moment of Inertia of cross-section w = Weight of Building, Ib / psf Building = 1 Floors +1 Roof RoofDL + LL = 20 -1-20 AO psf Floor DL + LL = 15 + AO = 55 psf per floor Walls DL = 15 15 psf per floor Slab DL + LL = 50 + AO 90 psf Total Weight (w) = 200 psf Factored Design Weight, (psf) = 14 D -1-1 7 L = 310 psf Design Strengths Concrete Compressive Strength, fc = St^el YieJd Strength, fy = 4,000 4O,000 psi psi Area 1 Beam Design (Rib Footings) Area 1 Slab Dimensions Long Short L=. 60 0 ft 340 ft L'= 340 ft 600 ft *1-C= 005 005 •k = 0 97 0 95 •Ic = 20 20 'Lc^ 19 19 * Values taken from CBC/UBC Chapter 18 Tables Check Beam Shear V long = w„L'Lc / # bms = 66 kips V ' u short = w^L'Lc / # bms = 66 kips Max Vu = 66 kips Vn = Vu/(])=: 10 4 kips 0 65 (Shear) Vc = 2'(fc"0 5)bd = 2846 kips Vc > Vn OR Check Deflection A = L' (Lc)'' / 4 Ec ic Ec = Creep M 0 E is 507,, of NrmI M 0 E = 57,000 fc"^ ^ 1602 5 ksi lc = 0 51g = O5'bh^/12 = 3645 A in A,„,^.w,L'(Lo)'/4Ec lc = 0 0033 in A,H.rt = w, L'(Lc)V4Ec Ic-0 004 m Calculated Max Deflection = 0 004 in Must Not Exceed Lc / 480 = 0 0485 m Allow Deflection Not Exceeded OK Beam Specifications b= |_ d= h= ris 15 [ m 15 in (3" Cover) in # Beams in Short Direction = # Beams m Long Direction = Check Beam Moment & Steel Area long = M^UL'L//# bms = 13 2 kip-ft Mu .hort = W.L'L/ / # bms = 16 6 kip-ft MaxMu = 16 8 kip-ft (Flexure) 090 an = O 89 ty/12,000= 297 Req As = (Mu/(t>) / a„d = O 005 in^ p = As / bd = o OOOO p,,= 0 0016 Min As = p bd = o AOS USE (2) - #4 Bar Top & Bottom ADVANCED GEO'TIECHNIiCAL §OiinriOMS, BNC. 25109 Jefferson Avenue, Suite 220 Mumeta, California 92562 Telephone (619)708-1649 Fax:(714)409-3287 NEW POINTE COMMUNITIES, INC. 16880 West Bernardo Drive, Suite 230 San Diego, CA 92127 Apnl 11,2012 P/W 1201-02 Report No. 1201-02-B-3 Attention: Subject- Mr. Scot Sandstrom References' Foundation Design Review Letter Proposed Single Family Residences, Pel 2 (1373 Magnolia Ave) and Pel 3 (1377 Magnolia Ave.) Carlsbad, California J) Innovative Structural Engineermg (ISE) 1377 Magnolia Ave Pel 3, dated March 23, 2012(Sheets SCS. Sl, & SDI) 2) Innovative Structural Engmeering (ISE) 1373 Magnolia Ave Pel 2, dated March 29, 2012(Sheets SCS, Sl, & SDI) 3) Geotechnical Investigation and Foundation Desi^ Recommendations for Proposed Smgle-Family Residences, Parcel 2 and 3, 1369 Magnolia Avenue, Carlsbad, California prepared by Advanced Geotechnical Soluttom, Inc. 's (AGS) dated March 21, 2012 (P/W 1201-02) Gentlemen In accordance with your request. Advanced Geotechnical Solutions, Inc's (AGS) has reviewed the Foundation Plans for Pel 2 (1373 Magnolia Ave.) and Pel 3 (1377 Magnolia Ave.) prepared by Innovative Structural Engineenng (ISE), dated March 29 and March 23, 2012. Specifically, AGS has reviewed sheets SCS, Sl and SDI of each plan set for conformance to the recommendations presented in the Geotechnical Investigation and Foundation Design Recommendations report (Ref 3) Based upon our review it is our opmion that the proposed foundation designs were prepared m general accordance with the recommendations presented m the referenced report ^ Advanced Geotechnical Solutions, Inc. appreciates the opportimrty to provide you with geoiechnical consulting services and professional opinions. If you have any questions, please contact the undersigned at(619) 708-1649 Respectfully Submitted, ieoteclimcai.SQlutions, Inc 7 i/f>rn —^ tJEF/^I^Y A^g^ANEY^ice Preside^it LCE-4654C/RGE 23!4(Reg^E7£pr6-30-13 DistnbuUon (6) Addressee ORANGE AND L A. COUNTIES (714)786-5661 INLAND EMPIRE (619) 708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 AGS ADVANCED GEOTECHNICAL SOLUTIONS, INC. 5333 Mission Center Road, Suite 390 San Diego, California 92108 Telephone (619)708-1649 Fax (714)409-3287 NEW POINTE COMMUNITIES, INC. 16880 West Bernardo Dnve, Suite 230 San Diego, CA 92127 Attention: Mr. Scot Sandstrom March 21, 2012 P/W 1201-02 Report No 1201-02-B-2 Subject Geotechnical Investigation and Foundation Design Recommendations for Proposed Single-Family Residences, Parcel 2 and 3,1369 Magnolia Avenue, Carlsbad, California Gentlemen: in accordance with your request, presented herein are the results of Advanced Geotechnical Solutions, Inc's (AGS) geotechnical investigation and foundation design recommendations for the two proposed single-family residences at 1369 Magnolia Avenue, Carlsbad, California The recommendations presented in the following report are based on a limited subsurface investigation performed by AGS, review of the referenced geotechnical investigation report prepared by Construction and Testing Engmeers, Inc (CTE) and associated laboratory testing It is AGS's opinion, from a geotechnical standpoint, the subject site is suitable for construction of the proposed residences, provided the recommendations presented in this report are incorporated into the design, planning and construction phases of site development Included in this report are 1) engineering characteristics of the onsite soils, 2) unsuitable soil removal recommendations, 3) grading recommendations, 4) foundation design recommendations; and 5) flatwork recommendations Advanced Geotechnical Solutions, Inc, appreciates the opportunity to provide you wtth geotechnical consulting services and professional opinions If you have any questions, please contact the undersigned at (619) 708-1649 Respectfully Submitted, Advanced Geotechnical Solutions JEFFREY A CHANEY, Vic RCE46544/GE2314,Reg Exp PAUL J DERISI, Vice President CEG 2536, Reg Exp 5-31-13 Distribution (5) Addressee Attachments Figure 1 - Site Location Map Figure 2 - Geologic Map and Site Exploration Plan, Appendix A - Field and Laboralory Data, Appendix B - General Earthwork Specificmions & Grading Guidelines, Appendix C — Homeowner Maintenance Recommendations ORANGE AND LA COUNTIES (714) 786-5661 INLAND EMPIRE (619) 708-1649 SAN DIEGO AND IMPERIAL COUNTIES (619) 850-3980 GEOTECHNICAL INVESTIGATION AND FOUNDATION DESIGN RECOMMENDATIONS FOR PROPOSED SINGLE-FAMILY RESIDENCES, PARCELS 2 AND 3, 1369 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA March 21,2012 Pagel P/W 1201-02 Report No 1201-02-3-2 1 0 SCOPE OF SERVICES This study is aimed at providing geotechnical information as it relates to 1) existing site soil conditions, 2) discussion ofthe geologic units onsite, 3) seismic hazard analysis, 4) engineering characteristics of the onsite soils, 5) excavation characteristics of earth matenals, 6) seismic design parameters for use in the structural design of the proposed single family residence, and 7) foundation design parameters for the proposed conventional shallow foundation system The scope of our study included the following tasks > Review of pertinent published and unpublished geologic and geotechnical literature, maps, and aenal photographs > Excavating and logging two (2) shallow hand auger borings (Appendix A) > Conducting a geotechnical engineenng and geologic hazard analysis of the site > Conducting a limited seismicity analysis > Determine design parameters of onsite soils as a foundation medium including beanng and fnction values for foundation soils > Determine the site-specific seismic design parameters for use m the structural design > Preparation of a geotechnical foundation investigation report with exhibits summanzing our findmgs This report would be suitable for design, contractor bidding, and regulatory review 2 0 GEOTECHNICAL STUDY LIMITATIONS The conclusions and recommendations in this report are professional opinions based on our review of the previously conducted geotechnical investigation (CTE, 2007), associated lab testing, and the data developed dunng this investigation The materials immediately adjacent to or beneath those observed may have different charactenstics than those observed No representations are made as to the quality or extent of matenals not observed Any evaluation regarding the presence or absence of hazardous matenal is beyond the scope of this firm's services 3 0 SITE LOCATION AND DESCRIPTION The subject site is located at 1369 Magnolia Avenue, Carlsbad, California (see Figure 1) The site is bounded to the north by Magnolia Avenue, and to the east, west, and south by existing residential properties The roughly rectangular-shaped site is approximately 330 feet long and 140 feet wide, encompassing approximately 0 82 acre The overall site is sub-divided into three parcels Parcel I, located in the northem portion of the site adjacent to Magnolia Avenue, is currently occupied by an existing single-family residence Site topography is relatively flat to gently sloping to the west Cunent elevations at the site range from approximately 160 msl along the easterly property boundary to 151 feet msl at the westerly property ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page2 P/W 1201 -02 Report No 1201-02-B-2 boundary The site contains scattered mature trees and is covered with a light growth of seasonal grasses and weeds Localized trash and construction debris were also observed on site 4 0 PROPOSED DEVELOPMENT As we understand the proposed development, parcels 2 and 3 will be graded to create relatively flat building pads which will support the proposed single-family residences and associated improvements The parcels are cunently designed with cuts and fills on the order of 3 to 4 feet The proposed residential structures will be approximately 3,000 square feet, two-stones m height, wood-framed, and supported by a conventional shallow slab-on-grade foundation system The structures will be surrounded by associated flatwork and landscaping A pnvate dnveway is planned along the westerly property hne to provide access to the new residences A four to six foot high retaining wall will also be constructed along the westerly property line to support the proposed dnveway and a freestanding sound wall 5 0 FIELD AND LABORATORY INVESTIGATION 5.1. Field Investigation Previously, CTE (2007) conducted a subsurface investigation to evaluate the onsite soil and bedrock condiUons Six (6) test pits were excavated and logged to depths of six (6) feet below existing grades Bulk soil samples were collected from the exploratory test pits for laboratory testing Logs of CTE's test pits and results of the associated latx)ratory testing are presented in Appendix A In addition, AGS conducted a limited subsurface exploration at the subject on March !6, 2012 Two hand auger bonngs were excavated at the subject site The approximate locations of the borings are shown on Figure 2 The excavaUons were advanced to a maximum depth of 3 5 feet below existing grades 6 0 ENGINEERING GEOLOGY 6.1. Geologic and Geomorphic Setting The subject site is situated within the Peninsular Ranges Geomorphic Province The Peninsular Ranges province occupies the southwestem portion of Califomia and extends southward to the southem tip of Baja Cahfomia In general the province consists of young, steeply sloped, northwest trending mountain ranges underlain by metamorphosed Late Jurassic to Early Cretaceous-aged extmsive volcanic rock and Cretaceous-aged igneous plutonic rock of the Peninsular Ranges Batholith The westemmost portion of the province is predominantly underlam by younger manne and non-manne sedimentary rocks The Peninsular Ranges' dominant stmctural feature is north west-southeast trending crustal blocks bounded by active faults of the San Andreas transform system 6.2. Subsurface Conditions A bnef description of the earth matenals encountered on this site is presented in the following sections More detailed descriptions of these matenals are provided in the hand auger logs included in Appendix A Based on our site reconnaissance, subsurface excavations, and review of ADVANCED GEOTECHNICAL SOLUTIONS, INC. Match 21, 2012 Page 3 P/W 1201-02 Report No 1201-02-8-2 the referenced geotechnical investigation and geologic maps, the site is underiain to the depths explored by old paralic deposits (marine terrace deposits) which are locally overlam by a thin veneer of topsoil/residual soils (undifferentiated) Although not encountered during our site exploration, localized undocumented fill soils were observed dunng CTE's investigation (2007) and may be present at the site 6.2.1. Topsoil/Residual Soil (undifferentiated) Undifferentiated topsoil/residual soils were encountered in both onsite excavations and observed to overlie the old paralic deposits These soils were of variable thickness, ranging from approximately 3 0 feet m boring HA-l to 2 5 feet in HA-2 As encountered, these matenals generally consisted oflight gray brown to reddish brown, moist, loose to medium dense, silty to clayey fine- to medium-grained sand. 6.2.2. Old Paralic Deposits, Units 2-4 The site is underlain to maximum depth explored by Old Paralic Deposits, Units 2-4 These matenals can generally be descnbed as mottled gray brown to reddish brown, slightly moist to moist, medium dense to dense, silty fine to medium grained sand 63. Groundwater Groundwater was not encountered in our exploratory excavations No natural groundwater condition is known to exist at the site that would impact the proposed site development However, It should be noted that localized perched groundwater may develop at a later date, most likely at or near fill/bedrock contacts, due to fluctuations in precipitation, irrigation practices, or factors not evident at the time of our field explorations 6.4. Non-seismic Geologic Hazards 6.4.1. Mass Wasting No evidence of mass wasting was observed onsite nor was any noted on the reviewed maps 6.4.2. Flooding According to available FEMA maps, the site is not in a FEMA identified flood hazard area 6.4.3. Subsidence/Ground Fissuring Due to the presence of the dense underiying matenals, the potential for subsidence and ground fissunng due to settlement is unlikely 6.5. Seismic Hazards The site is located in the tectonically active Southem Califomia area, and will therefore likely experience shaking effects from earthquakes The type and seventy of seismic hazards affecting the site are to a large degree dependent upon the distance to the causative fault, the intensity of the seismic event, and the underlying soil charactenstics The seismic hazard may be pnmary, such as surface mpture and/or ground shaking, or secondary, such as liquefaction or dynamic ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page 4 P/W 1201-02 ReportNo I201-02-B-2 settlement The following is a site-specific discussion of ground motion parameters, earthquake- induced landslide hazards, settlement, and liquefaction The purpose of this analysis is to identify potential seismic hazards and propose mitigations, if necessary, to reduce the hazard to an acceptable level of risk The following seismic hazards discussion is guided by the Cahfomia Building Code (2010), CDMG (2008), and Martin and Lew (1998) 6.5.1. Surface Fault Rupture No known active faults have been mapped at or near the subject site The nearest known active surface fault is the Oceanside section of the Newport-lnglewood-Rose Canyon fault zone which IS approximately 5 miles west of the subject site. Accordingly, the potential for fault surface mpture on the subject site is low This conclusion is based on literature review and aenal photographic analysis 6.5.2. Seismicity As noted, the site is within the tectonically active southem California area, and is approximately 5 miles from an active fault, the Oceanside section ofthe Newport-Inglewood-Rose Canyon fault zone The potential exists for strong ground motion that may affect future improvements At this point in time, non-cntical stmctures (commercial, residential, and industnal) are usually designed according to the California Building Code (2010) and that of the controlling local agency However, liquefaction/seismic slope stability analyses, cntical structures, water tanks and unusual stmctural designs will likely require site specific ground motion input 6.5.3. Liquefaction Due to the dense nature ofthe underiying matenals and lack of a shallow groundwater table at the project site, the potential for seismically induced liquefaction is considered negligible 6.5.4. Dynamic Settlement Dynamic settlement occurs in response to an earthquake event m loose sandy earth matenals This potential of dynamic settlement at the subject site is considered remote due to the presence of shallow manne terrace/bedrock and the absence of loose, sandy soils 6.5.5. Seismically Induced Landsliding Evidence of landsliding at the site was not observed dunng our field explorations nor was any geomorphic features indicative of landsliding noted dunng our review of aenal photos and published geologic maps. ADVANCED GEOTECHNICAL SOLUTIONS, INC. Man;h2l,2012 P/W 1201-02 Page 5 ReportNo 1201-02-B-2 70 GEOTECHNICAL ENGINEERING Presented herein is a general discussion of the geotechnical properties of the vanous soil types and the analytic methods used in this report 7.1, Material Properties 7.1.1. Excavation Charactenstics Based on our previous expenence with simriar projects near the subject site and the information gathered m preparing this report, it is our opinion that the topsoil/residual soil is readily excavatable with conventional grading equipment However, it should be anticipated that well cemented zones within the paralic deposits may be difficuh to excavate Specialized gradmg equipment (large excavators and/or bull dozers) may be necessary to efficiently excavate portions of the paralic deposits 7.1.2. Co mp ressib ility The near surface artificial fill and residual soils are considered to be moderately compressible in their present condition Compressibility of the paralic deposits is not a geotechnical design concem for the proposed stmctures 7.1.3. Collapse Potential/Hydro-Consolidation Given the relatively thin veneer of soil on top of the dense formational matenals, and the removals proposed herein, the potential for hydro-consolidation is considered remote at the subject site 7.1.4. Expansion Potential As part of our investigation, representative bulk samples of near surface soils were coUected and tested to evaluate their potential for expansion Testing was performed in general accordance with ASTM D 4829 Test results indicate that the soils tested possess an expansion index (EI) of 34, which corresponds to a "Low" expansion potential 7.1.5. Shear Strength Shear strength testing was not conducted on the onsite soils, however based upon our previous expenence in the general area with similar soils the following are assumed shear strengths for compacted fill soils and Old Paralic Deposits TABLE I SHEARSTRENGTHS Matenal Cohesion (psf) Tnction Angle (degrees) Compacted Fill 125 28 Old Paralic Deposits 300 30 ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page 6 P/W 1201-02 ReportNo 1201-02-B-2 7.1.6. Chemical/Resistivity Test Results Preliminary soluble sulfate and chlonde, and resistivity testing has not been conducted by AGS but was performed by CTE dunng their 2007 geotechnical investigation Based upon the results of their testing and our previous expenence in the area it is anticipated that the onsite soil will exhibit "negligible" sulfate concentrations when classified in accordance with ACI 318-05 Table 4 3 1 (per 2010 CBC) and are anticipated to be "mildly" conosive to metals Consultation with a corrosion engineer is recommended Final determination of actual chemical/resistivity design parameters for the foundation will be determined at the conclusion of the grading and will be presented in the grading report 7.1.7. Earthwork Adjustments Jt JS anticipated that the onsite fill/residual soils will shnnk on the order of 4 to 6 percent when re- compacted The paralic deposits are anticipated to bulk on the order of 5 to 10 percent when used to make compacted fill 7.1.8. Pavement Support Characteristics It is anticipated that the onsite soils will have good to moderate support charactenstics Depending upon the final distnbution of site soils, pavement support charactenstics could vary If structural pavements are to be constmcted (concrete or asphaltic concrete), an "R"-value of 35 can be utilized for the preliminary design of pavements. Final design should be based upon representative sampling of the as-graded soils 8.0 CONCLUSIONS AND RECOMMENDATIONS Constmction of the proposed residential stmcture and associated improvements is considered feasible, from a geotechnical standpoint, provided that the conclusions and recommendations presented herein are incorporated into the design and constmction of the project Presented below are specific issues identified by this study as possibly affecting site development Recommendations to mitigate these issues are presented in the text of this report 8.1. Grading Recommendations 8.1.L Unsuitable Soil Removals In areas to receive settlement sensitive stmctures, all topsoil/residual soil, highly weathered formational matenals, and any undocumented fill soils It is anticipated that the upper 3 to 4 feet of the onsite soils will require removal and recompaction for the support of settlement sensitive structures Localized areas may require deeper removals Minimally the removals should extend a lateral distance of at least 5 feet beyond the limits of settlement sensitive stmctures If deeper removals are performed, the removals should extend a lateral distance equal to the depth of removal beyond the improvement limits Removal bottoms should expose competent formational matenals in a firm and unyielding condition The resulting removal bottoms should be observed by a representative of AGS to venfy that adequate removal of unsuitable matenals have been ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page 7 P/W 1201-02 ReportNo 1201-02-B-2 conducted pnor to fill placement In general, soils removed dunng remedial grading will be suitable for reuse in compacted fills, provided they are properiy moisture conditioned and do not contain deletenous matenals Grading shall be accomplished under the observation and testing of the project soils engineer and engineenng geologist or their authonzed representative in accordance with the recommendations contained herein, the current grading ordinance ofthe City of Carisbad 8.1.2. Earthwork Considerations 8 12 1. Compaction Standards Fill and processed natural ground shall be compacted to a minimum relative compaction of 90 percent, as determined by ASTM Test Method D 1557 Compaction shall be achieved at or slightly above the optimum moisture content and as generally discussed in the attached Earthwork Specifications (Appendix B) 8 12 2 Treatment of Removal Bottoms At the completion of unsuitable soil removals, the exposed bottom should be scanfied to a minimum depth of eight inches, moisture conditioned to above ophmum moisture and compacted in-place to the standards set forth in this report 8 12 3 Fill Placement Fill should be placed m thin lifts (eight-mch bulk), moisture conditioned to at or slightly above the optimum moisture content, uniformly mixed, and compacted by the use of both wheel rolling and kneading type (sheeps foot) compaction equipment until the designed grades are achieved 8.13. Cut Fill Transition Lots Where design grades and/or remedial grading activiUes create a cut/fill transition, the cut and shallow fill portions of the building pad shall be overexcavated a minimum depth of three feet or 18 inches below the bottom of the proposed footings (whichever is deeper) and replaced with compacted fill These remedial gradmg measures are recommended in order to minimize the potential for differential settlements between cut and fill areas The undercut should be graded such that a gradient of at least one percent is maintained toward deeper fill areas or the front of the lot 8.2. Design Recommendations It IS our understanding that the proposed foundations will consist of a shallow slab-on-grade foundation systems supporting the proposed two-story wood-frame residential stmctures It is our further understanding that the foundation system will be conventionally reinforced with steel reinforcing bars Design recommendations are provided herein In addition to the stmcture, associated dnveways, hardscape and landscape areas are proposed From a geotechnical perspective these proposed improvements are feasible provided that the following recommendations are incorporated into the design and constmction ADVANCED GEOTECHNICAL SOLUTIONS, INC. March21,2012 P/W 1201-02 Pages ReportNo 1201-02-B-2 8.2,1. Foundation Design Criteria The single-family residential stmcture can be supported on conventional shallow foundations and slab-on-grade systems The expansion potential ofthe imderlying soils is classified as "Low" The following values may be used in the foundation design Allowable Beanng Lateral Bearing Sliding Coefficient Settlement: Differential: 2000 lbs /sq ft 250 lbs/sqft at a depth of 12 inches plus 125 lbs /sq ft for each additional 12 inches embedment to a maximum of2000 lbs /sq ft 0 35 Total = 3/4 inch 3/8 inch in 20 feet The above values may be increased as allowed by Code to resist transient loads such as wind or seismic Building Code and structural design considerations may govem Depth and reinforcement requirements should be evaluated by the Stmctural Engineer 8.2.2. Seismic Design Parameters The following seismic design parameters are presented to be code compliant to the Cahfomia Building Code (2010) The subject lots have been idenUfied to be site class "D" in accordance with CBC, 2010, Table 1613 5 3 (1) The lots are located at Latitude 33 15682' N and Longitude 1 17.33252° W Utilizing this information, the computer program USGS Earthquake Ground Motion Parameters Version 5 I 0 and ASCE 7 cntenon, the seismic design category for 0 20 seconds (Ss) and I 0 second (Si) penod response accelerations can be determined (CBC, 2010 1613 5 5 1) along with the design spectral response acceleration (CBC, 2010 1613 5 4) Seismic Design Cntena Mapped Spectral Acceleration (0 2 sec Penod), Ss 1 275g Mapped Spectral Acceleration (I 0 sec Penod), S| 0 480g Site Coefficient, Fa I 0 Site Coefficient, Fv 1 52 MCE Spectral Response Acceleration (0 2 sec Penod), SMs 1 275g MCE Spectral Response Acceleration (1 0 sec Penod), SM( 0 730g Design Spectral Response Acceleration (0 2 sec Penod), SDs 0 850g Design Spectral Response Acceleration (1 0 sec Penod), SD| 0 487g ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page 9 PAV 1201-02 ReportNo 1201-02-B-2 8.2.3. Foundation Design 8 2 3 1 Conventional Foundations Based upon the onsite soil conditions and information supplied by the 2010 CBC, conventional foundation systems should be designed in accordance with Section 8 2 I and the following recommendations > Intenor and extenor footings for the proposed two-story residence should be a minimum of 15 inches wide and extend to a depth of at least 18 inches below lowest adjacent grade Footmg reinforcement should minimally consist of four No 4 reinforcing bars, two top and two bottom or two No 5 reinforcing bars, one top and one bottom > Conventional, slab-on-grade floors, underlain by "low" expansive soil, should be five or more inches thick and be reinforced with No 3 or larger reinforcing bars spaced 18 inches on center each way The slab reinforcement and expansion joint spacing should be designed by the Stmctural Engineer > If exterior footings adjacent to drainage swales are to exist within five feet honzontally of the swale, the footing should be embedded sufficiently to assure embedment below the swale bottom is maintained Footings adjacent to slopes should be embedded such that a least seven feet are provided honzontally from edge of the footing to the face of the slope > Isolated spread footings outside the footpnnt of the proposed structures should be tied with grade beams to the stmcture m two orthogonal directions > A grade beam reinforced continuously with the garage footings shall be constmcted across the garage entrance, tying together the ends of the penmeter footings and between individual spread footings This grade beam should be embedded at the same depth as the adjacent perimeter footings A thickened slab, separated by a cold joint from the garage beam, should be provided at the garage entrance Minimum dimensions of the thickened edge shall be six (6) inches deep Footing depth, width and reinforcement should be the same as the stmcture Slab thickness, reinforcement and under-slab treatment should be the same as the structure 8.2.4. Under Slab Pnor to concrete placement the subgrade soils should be moisture conditioned to optimum moisture content A moisture and vapor retarding system should be placed below the slabs-on-grade in portions of the structure considered to be moisture sensitive The retarder should be of suitable composition, thickness, strength and low permeance to effectively prevent the migrahon of water and reduce the transmission of water vapor to acceptable levels Histoncally, a 10-mil plastic membrane, such as Visqueen, placed between one to four inches of clean sand, has been used for this purpose More recently Stego® Wrap or similar underiayments have been used to lower permeance to effectively prevent the migration of water and reduce the transmission of water ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 P/W 1201-02 Page 10 ReportNo 1201-02-B-2 vapor to acceptable levels The use of this system or other systems, matenals or techniques can be considered, at the discretion of the designer, provided the system reduces the vapor transmission rates to acceptable levels 8.2,5. Deepened Footings and Structural Setbacks It is generally recognized that improvements constructed in proximity to natural slopes or properly constmcted, manufactured slopes can, over a penod of time, be affected by natural processes including gravity forces, weathenng of surficial soils and long-term (secondary) settlement Most building codes, including the California Building Code (CBC), require that stmctures be set back or footings deepened, where subject to the influence of these natural processes For the subject site, where foundations for residential structures are to exist in proximity to slopes, the footings should be embedded to satisfy the requirements presented in Figure 3 FIGURE 3 TOP OF SLOPE FACE OF FOOTING FACE OF 1 RUCTURE H/3 BUT NEED NOT EXCEED 40 F r MAX H/2 ^BUT NEED NOT EXCEED 15 FT MAX 8,2,6. Concrete Design Our previous expenence in the general area indicates onsite soils likely exhibit a "negligible" sulfate exposure when classified in accordance with ACI 318-05 Table 4 3 1 (per 2010 CBC) Final determination will be based upon testing of near surface soils obtained at the conclusion of grading However, some fertilizers have been known to leach sulfates into soils otherwise containing "negligible" sulfate concentrations and increase the sulfate concentrations to potentially detnmental levels It is incumbent upon the owner to determine whether additional protective measures are warranted to mitigate the potential for increased sulfate concentrations to onsite soils as a result of the future homeowner's actions ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21, 2012 Page 11 P/W 1201 -02 Report No 1201-02-B-2 8.2.7. Corrosion Our previous expenence in the general area indicates onsite soils likely are "mildly" conosive to buned metallic materials AGS recommends minimally that the cunent standard of care be employed for protection of metallic constmction materials in contact with onsite soils or that consultation with an engineer specializing in corrosion to determine specificahons for protection of the construction matenals Final determination will be based upon testing of near surface soils obtained at the conclusion of grading 8.2.8. Retaining Walls The following earth pressures are recommended for the design of retaining walls onsile Rankine Equivalent Fluid Level Backfill Coefficients Pressure (psC^lin.ft.) Coefficient of Active Pressure K, = 0 31 38 Coefficient of Passive Pressure Kp = 3 25 407 Coefficient of at Rest Pressure K« = 047 59 Rankine Equivalent Fluid 2 :1 Backfill Coefficients Pressure fDsf/lin.ft) Coefficient of Active Pressure Ka = 047 59 Coefficient of Passive Pressure Descending Kp (-)= 123 154 Coefficient of At Rest Pressure Ko =0 72 90 The foundations for retaining walls of appurtenant stmctures stmcturally separated from the building stmcture may bear on properly compacted fill A beanng value of 2,000 psf may be used for design of retaining walls Retaining wall footings should be designed to resist the lateral forces by passive soil resistance and/or base friction as recommended for foundation lateral resistance To relieve the potential for hydrostatic pressure wall backfill should consist of a free draining backfill (sand equivalent "SE" >20) and a heel drain should be constructed The heel dram should be place at the heel of the wall and should consist of a 4-inch diameter perforated pipe (SDR35 or SCHD 40) sunounded by 4 cubic feet of cmshed rock (3/4-inch) per lineal foot, wrapped in filter fabric (Mirafi® MON or equivalent) Proper drainage devices should be installed along the top of the wall backfill, which should be properly sloped to prevent surface water ponding adjacent to the wall In addition to the wall drainage system, for building penmeter walls extending below the finished grade, the wall should be waterproofed and/or damp-proofed to effectively seal the wall from moisture infiltration through the wall section to the intenor wall face The wali should be backfilled with granular soils placed in loose lifts no greater than 8-inches thick, at or near optimum moisture content, and mechanically compacted to a minimum 90 percent relative compaction as determined by ASTM Test Method Dl 557 Flooding or jetting of backfill matenals generally do not result in the required degree and uniformity of compaction ADVANCED GEOTECHNICAL SOLUTIONS, INC. March2l,2012 Page 12 P/W 1201-02 ReportNo 1201-02-B-2 and, therefore, is not recommended The soils engineer or his representative should observe the retaining wall footings, backdrain installation and be present during placement of the wall backfill to confirm that the walls are properly backfilled and compacted 8.3. Utilitv Trench Excavation All utility trenches should be shored or laid back in accordance with applicable OSHA standards Excavations in bedrock areas should be made in consideration of underlying geologic stmcture AGS should be consulted on these issues during constmction 8.4. Utilitv Trench Backfill Mainline and lateral utility trench backfill should be compacted to at least 90 percent of maximum dry density as determined by ASTM D 1557 Onsite soils wilt not be suitable for use as bedding material but will be suitable for u^ in backfill, provided oversized materials are removed No surcharge loads should be imposed above excavations This includes spoil piles, lumber, concrete tmcks or other constmction matenals and equipment Drainage above excavations should be directed away from the banks Care should be taken to avoid saturation of the soils Compaction should be accomplished by mechanical means Jetting of native soils will not be acceptable 8.5. Extenor Slabs and Walkwavs 8.5.1, Subgrade Compaction The subgrade below extenor slabs, sidewalks, dnveways, patios, etc should be compacted to a minimum of 90 percent relative compaction as determined by ASTM D 1557 8.5.2. Subgrade Moisture The subgrade below extenor slabs, sidewalks, dnveways, patios, etc should be moisture conditioned to a mimmum of 110 percent of optimum moisture content pnor to concrete placement 8.53. Slab Thickness Concrete flatwork and dnveways should be designed utilizing four-inch minimum thickness 8.5.4, Control Joints Weakened plane joints should be installed on walkways at intervals of approximately eight to ten feet Extenor slabs should be designed to withstand shnnkage of the concrete 8.5.5. Flatwork Reinforcement Consideration should be given to reinforcing any extenor flatwork ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21, 2012 Page 13 P/W 1201-02 ReportNo. 1201-02-B-2 8.5.6. Thickened Edge Consideration should be given to construct a thickened edge (scoop footing) at the penmeter of slabs and walkways adjacent to landscape areas to minimize moisture vanation below these improvements The thickened edge (scoop footing) should extend approximately eight inches below concrete slabs and should be a minimum of six inches wide 8.6. Plan Review Once grading and foundation design plans become available, they should be reviewed by AGS lo verify that the design recommendations presented are consistent with the proposed construction 8.7. Geotechnical Review As IS the case in any grading project, multiple working hypotheses are established utilizing the available data, and the most probable model is used for the analysis Information collected dunng the grading and construction operations is intended to evaluate these hypotheses, and some of the assumptions summanzed herein may need to be changed as more information becomes available Some modification of the grading and construction recommendations may become necessary, should the conditions encountered in the field differ significantly than those hypothesized to exist AGS should review the pertinent plans and sections of the project specifications, to evaluate conformance with the intent of the recommendations contained in this report If the project descnption or final design vanes from that descnbed in this report, AGS must be consulted regardmg the applicability of, and the necessity for, any revisions to the recommendations presented herein AGS accepts no liability for any use of its recommendations if the project descnption or final design varies and AGS is not consulted regarding the changes 9 0 SLOPE AND LOT MAINTENANCE Maintenance of improvements is essentia! to the long-term performance of structures and slopes Although the design and construction dunng mass grading is planned to create slopes that are both grossly and surficially stable, certain factors are beyond the control of the soil engineer and geologist The homeowners must implement certain maintenance procedures The following recommendations should be implemented 9.1. Slope Planting Slope planting should consist of ground cover, shrubs and trees that possess deep, dense root structures and require a mimmum of imgation The resident should be advised of their responsibility to maintain such planting 9.2. Lot Drainage Roof, pad and lot drainage should be collected and directed away from stmctures and slopes and toward approved disposal areas Design fine-grade elevations should be maintained through the life of the stmcture or if design fine grade elevations are altered, adequate area drains should be installed m order to provide rapid discharge of water, away from stmctures and slopes Residents ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page 14 P/W 1201-02 ReportNo 1201-02-B-2 should be made aware that they are responsible for maintenance and cleaning of all drainage terraces, down drams and other devices that have been installed to promote stmcture and slope stability 9.3. Slope Irrigation The resident, homeowner and Homeowner Association should be advised of their responsibility to maintain imgation systems Leaks should be repaired immediately Spnnklers should be adjusted to provide maximum uniform coverage with a minimum of water usage and overlap Overwatenng with consequent wasteliil run-off and ground saturation should be avoided If automatic spnnkler systems are installed, their use must be adjusted to account for natural rainfall conditions 9.4. Burrowing Animals Residents or homeowners should undertake a program for the elimination of burrowing animals This should be an ongoing program in order to maintain slope stability 10 0 LIMITATIONS This report is based on the project as described and the information obtamed from the referenced geotechnical investigation report and the excavations at the approximate locations indicated on the Figure 2 The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the excavation locations The results reflect an interpretaUon of the direct evidence obtained Services performed by AGS have been conducted in a manner consistent with that level of care and skill ordinanly exercised by members of the profession currently practicing in the same locality under similar conditions No other representahon, either expressed or implied, and no warranty or guarantee is included or intended The recommendations presented in this report are based on the assumption that an appropnate level of field review will be provided by geoteclmical engineers and engineenng geologists who are familiar with the design and site geologic conditions That field review shall be sufficient to confirm that geotechnical and geologic conditions exposed dunng grading are consistent with the geologic representations and corresponding recommendations presented in this report AGS should be notified of any pertinent changes in the project plans or if subsurface condiUons are found to vary from those described herein Such changes or vanations may require a re-evaluahon of the recommendations contained in this report The data, opinions, and recommendations of this report are applicable to the specific design of this project as discussed in this report They have no applicability to any other project or to any other location, and any and all subsequent users accept any and all liability resuUing from any use or reuse of the data, opinions, and recommendations without the pnor wntten consent of AGS AGS has no responsibility for constmction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construchon, for the acts or omissions of the CONTRACTOR, or any other person performing any of the constmction, or for the failure of any of them to carry out the constmction in accordance with the final design drawings and specifications ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page 15 P/W 1201-02 ReportNo 1201-02-B-2 REFERENCES Amencan Concrete Institute, 2002, Buildmg Code Requirements for Structural Concrete (ACI318M-02) and Commentary (ACI318RM-02), ACI International, Farmington Hills, Michigan American Society for Testing and Matenals (2008), Annual Book ofASTM Standard";, Section 4, Construction, Volume 04 08, Soil and Rock (I), ASTM International, West Conshohocken, Pennsylvania California Code of Regulation, Title 24,2010 Cahfomia Buildmg Code, 3 Volumes Constmction Testing and Engineers, Inc , Preliminary Geotechnical Investigation, Proposed Three Lot Residential Development, 1369 Magnolia Avenue, Carlsbad, California, dated Apnl 3, 2007 (CTEJobNo 10-879IG) Kennedy, M P, Tan, S S, et al, 2007, Geologic Map ofthe Oceanside 30' x 60' Quadrangle, Califomia, California Geological Survey Regional Geologic Map No 2, scale I 100,000 ADVANCED GEOTECHNICAL SOLUTIONS, INC. N SITE LOCATION MAP 1369 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA P/W 1201-02 SOURCE MAP-TOPOGRAPHIC MAP OFTHE SAN LUIS REV 7 5 MINUTE QUADRANGLE, SAN DIEGO COUNTY, CALIFORNIA FIGURE 1 AGS ADVANCED GEOTECHNICAL SOLUTIONS. INC 5331 Mission Center Road, Suite 390 San Diego, Cahfornia 92108 Telephone (619)708-1649 Fax (714)409-3287 EXIST BLDG 6' spur FACE WMI h/OECOwmt CAP LEGEND ® Approximate Location of Exploratory Excavation, HA.2 AGS, 2012 B Approximate Location of Exploratory Trench, CTE, 2007 Old Paralic Deposits (formerly mapped as Terrace Deposits) TP-6 Qop GRAPHIC SCALE 10' 20' 40" FIGURE 2 eff Geologic Map and H Exploration Location Plan N.A.P. Not a Part of Report AGS ADVANCED GEOTECHNICAL SOLUTIONS, INC 5333 Mission Center Road, Suite 390 San Diego, California 92108 Telephone (619)708-1649 Fax (714)409-3287 APPENDIX A FIELD AND LABORATORY DATA ADVANCED GEOTECHNICAL SOLUTIONS, INC., 2012 CONSTRUCTION TESTING AND ENGINEERING, INC., 2007 ADVANCED GEOTECHNICAL SOLUTIONS, INC. ADVANCED GEOTECHNICAL SOLUTIONS, INC LOG OF EXPLORATORY EXCAVATION P/W NO PROJECT NAME CLIENT LOCATION 1201-02 1369 Magnolia New Pointe Communities LOGGED BY EQUIPMENT DATE PJD Hand Excavated 3/16/2012 See Exloration Location Plan SAMPLES Hand Auger HA-1 MATERIAL DESCRIPTION AND COMMENTS Laboratory Testing Topsoil/Residual Soil (Undifferentiated) HA1-1 SC SM Ligtit gray brown to brown, moist, loose, CLAYEY SAND witti silt, fine- to medium grained Light brown to red brown, moist, loose to medium dense, SILTY SAND, fine- to medium grained, trace day El = 34 Old Paralic Deposits SM Ligtit gray brown to orangisti brown, slightly moist, dense, SILTY SAND 5-Excavation Terminated at 3 5 Feet No Groundwater Encountered Backfilled with Soil Cuttings 10 - 15 - Sample Type • Small Plastic Bag - BiJk Sample —Water Table Laboratory Testanq AL = Atlerberg Limits SR = Su/fate/Resistfvrty Test El = Expansion Index SH = Shear Testing MD = Maximum Density RV = R-Value Test SA - Sieve Analysis CO = Consolidaton ADVANCED GEOTECHNICAL SOLUTIONS, INC. LOG OF EXPLORATORY EXCAVATION P/W NO PROJECT NAME CUENT LOCATION 1201-02 1369 Magnolia New Pointe Communtties LOGGED BY EQUIPMENT DATE PJD Hand Excavated 3/16/2012 See Exloration Location Plan SAMPLES Hand Auger HA-2 MATERIAL DESCRIPTION AND COMMENTS Laboratory Testing O Topsoil/Residual Soil (Undifferentiated) SM Light gray brown to light brown, slightly moist, loose to medium dense, SILTY SAND, fine- to medium-grained, trace clay SM Old Paralic Deposits Ught gray brown to orangish brown, slightly moist, dense, SILTY SAND, weakly cemented 5- Excavation Terminated at 3 5 Feet No Groundwater Encountered Backfilled with Soil Cuttings 10 - 15 - Sample Type -Small Plastic Bag — Bulk Sample —Water Table Laboratory Testmo AL = Atterberg Limits SR = Sulfate/ResistivilyTest El = Expansion Index SH = Shea-Testng MD = Maximum Density RV= R-Value Test SA = Sieve Analysis C0= Consolidation cy I \ ' CONSTRUCTION TESTIIMB & ENSINEERING, IMC "••^^^ BroricNHic^L I ccm i"gcri(i«"£harn[(niNu IISHNQ \mrt ii-n ' i.X nsKiin ntio sjiri m i IIIIMUJI) ti inii i lie iii mg I'ROJECi Thiee Ltit Otveiopmeiu [ TLion MO iO-S79lCl U;oGLD e*!' iJK FXCAVAIDR D Hiygcnbntlinm E\C WATION MCTwon B ^CKHOE SAMPLING METHOD yiTT K E\CAV MION DAIh 2/1 A/ CLb'v ATIUN -I''-' TEST PIT LOG- TP-1 DESCRIP [ ION I jlinijioi % I", ^i- -5- -15- T: T T:. X Ol lorn] dc-pih 6' IbiJ No eioiindw.ircT RaLkniltd villi sjicnh 0 r TQP^OIL lu medium dcn^e ^-lich'lv mi'1-.i diiiK bru.vi siJiy SAND{SM) With nuiK/tuyantcs U3' llESIDLiAL SOIL Medium dense bUghtly moisi iiL'hi h/ciun la tun, q-liy line S\ND (SM) 3-6' OUATERNAI^YTERR/\n; DhPOSI LS (On_ I'fenic -iligbtly muisc light brov-ii lo t.m silty Hne SA^ND (SM) I'ROJEC 1 I'lirec Lci De\etnpmeiit EXCAVATOR D llipoi^nhoihani C i F JOB NO EXrA*. ATION METHOD r\<. \^ ATJO^ D \JL .(iM'^d'l LOG^.Eb U> OK ^AMPLL^O METHOD lilILK Lir-\ \T10N - 1^? ^ CONSTRUCHON TESTING & EMGmEERiisis. IMC DrnT((iini(«i i COMITBUCHOU EHnitJiiA on litiiHC'*><ii iniif ciinu -le- -IS- TBST PIT LOG TP-2 DE.'?CI!IPT1()N Total depth 5 >' tb,2 Nn liioundwnifr BdLkfiiltti with spoil 0-1 T TOPSOIL. Loose to medium dense tlty \<o sltiih\!v nioiM liLOwn silty filegrdiiied SANT)(SMi nuhdtbif. .ind oryanir murenali (ioor\ Iog>-f 1 5 3 KhSIDUAl SOO. Medium dense sli^htK moist liiihi b'-nun 10 Ldn Silly nne i AND (SM) VT^' OUAI I:RNARY TERRACE D^pos^•s (OD Dense ilighlly moist moitkd ot.m^e I'luwn tt^ tan, siUy tuie bANO (SM) L'UM Hon h . s 4 CyT-^ QONSIBUCTIOfJ TESTING & ENGINEEfilNG. iNC Pt'OiCCr 1 Inee Lut LIcvclopTi-isin CTE JOB iO-S7'-)K'i L0CT1FD C\ L">K '"Xt. METHOn BACKIlOE S AMl'LING MFl HOD B UI.K P\{ \\ AT\'IS. L)•^Tl: CL£\ AilOV r t - 19- -15- TESTPITLOG TP-3 DCSCRri^TiON 'Cuuil deptii ^ (by No ynmndwatei Backniled ui'h -.piMK 0 1 5 IOPSOlI Loose in medium dense I-IIKIKIY niuisi (lark liJCi-wn silty SAND f.SMi v/ith icinis/oijiLiiiic materials » RbSIDUAL .SOIL Medium (iense, slightl> moibi, liglii bimvn to *a« Mlty Tme SAND ^'5' QUATERNARY TERllACE DFPOSITS (Ot) Dense, slightly moist mottled or.inoc bimvn tci tau silly fuie i>AND<SMl PlOUKI-1 IT' j PROJECT CTF IOC NO CONSTRUCTION TESTING & ENGINEERING, INC liii uupdii Ffin IL>iri ,n i utinciJI diJir* ill 'u ijc Tliice Lol Development I()-879IG DK CXCAVsrOR H\<. ^VATILIN METHOD SANtPLlNO MET! lOD - le- D Higgenbothani BACK^or BULK bLLS AT10\ DAIL 2/ic.;xu; TEST PIT LOG: TP-4 IJESCRIKUON TuiaidepUifi'ibj Nogioiint3v.J.iei Backtilled wnh miimsis 0- 75' 7*^ y 3 6' TOPgQUj, Loose to mednirn derive shttlitiy mtiiM dark blown -^tlTy S/\ND [SM; v-tth inors/ciigiiiiu RESIDUAL SOIL. Medium iJense to dense, slightly moj-^t liglii bioun ami ilfirk brnwn siilv SAND (vSM) QUATERNARY TEl^RACEDHrOSITS fQi) Dcme to very dcnie <:lightly moisl light binwn iind clailc brouii, silly SAND (SM) with sniLill '-2i ) lAenihered <7uart2 nodulcs) ffimnmmIs SE n liiiiiiiiTiiiTniiiii CONSTRUCTION TESTING & ENGINEERING. INC Tliree Lot D(„vdapmei« EXLAV,\T0R D Higgi;ilboth.ini CTBJOB NO 10-8791G rx( AVAilUN MElHOD BACKJiOI: EXCAVATION OAir I/Ki/JlKlT IOGOCD B> DK S-\jMPLtNG MbTHOD BLLK FLU\ ATION - i^d -19- TEST PIT LOG: TP'5 DESCRIPTiON ToLlI deplh '! ^' Ibj; No ginundw.uei iiacKliilcd \' nil ipoiK TOPSOIL. '"^ ivlediitm iteiise 'sUghtU mtiM moiilsd light biO'-Mi to buis'-n =iilty ftne SAN'D (SMi '.'•iin roots RESiDUAL SOIL. S--i Medium dense to denbe -Jlightly rnnKi hiiJii brnvsn and d.iiK biown sill> SAiND (SMi ''oi.i-ic div piile giny fine lo LOIIS. srinJ lSP-S\^ 1 ^-h OUAlCRNjAaVTli.RRAO DD'OSITs iQti Uen-^e to VCly dense ^tlg.lllly motit htiht Damn .md diiik blown silivS SND (SM) unh siii.ili ' ^5') weathered quJitz iiutiule^ I \\\\ 4 riGl-'RE I "TTT PliOJECT :Clb lOBNO LOOGEL) li\ CONSTRUCTION TESTING & ErviGiMEERiMG. INC .i. 111! yoHrm 1011 Jim m | [juifirDO Ci iTus i iia m <«il Tlucc Lot Develnpmeiii lli-879Kj DK b\CAVATOR D Hi^scnbolhjm i: <C A\ Al ION VILi HOD B A<^KHOL S WipLlN'G f.iFThOD RULK -]T CLtN ATlUN -1^ TEST PIT LOG: TP-6 DKSCRm IDK lotal lieptli 1 5' tbg Nil giouiiOwjiei B-iLLtilkd wall stmiK (M ii)>sgiL; " McdmmdeiibC <ilig!uly m^ist ni^^t led Ught bn.i\M'\ riibiDrt'n silty fine SAND (SM) \\ thioo - imi I) game in.itciKiK Med]u;ij dense toden.se, s/mlifl) moisi biowii m liglii brown Mlly line SAND (SM) 3 QUA 1 ERN ARY TfcRRACfc DFPQSV PS tOi 1 DoiiSe •jliglitly moist, brown lo hijhtbinwn Mlty fmt- SAND(SM) 1 .ibul.llc \ 1 FIGURir TFT" I: IP 1 II' ^ LOCATION C TP-f IP -Qj^l^t^r^ CONSTRUCTION TESTING & ENGINEERING. INC 200 U \NALVSI.S cn I'l'- tlem tfZtiO SILV h I 1 4 f. ReSlSTANCIi: "R"-VAtUI': {ft!L-l| "•5 ft 24 I 0 ^ R-VALC'E 1-1 SULFATE I OCATiON DCPTIJ (fcft) KrSL'LTS TP-1 1 ^ CH).0Rmi2 I OTATIOK ObrTN tfccij Ri:SUL1S TP-! a 5 LtX"V1ION CONDUCTrVTTY CALirORNtA IESr'124 Dl-PIH UeU) RE£SL LTS Sf>2 LOCATlOKi iitSlSTIVITY CALIPOPNIA TE'iT42-1 DliPTH RF,SUt TS 1-1 MAXIMUM DRY DEYSITV & OPTIMUM MOISTURE CON FEN i (MOniMCDPROCiOR) 10CA I ION DL^iH OPTIMUM MOISTl'RC DPI OL^Sn\ liggt) tpcll IT-'i vl 124 S LAbUR\li)U> SI'". M'\m '11 Jf n Nf) I J i E=3 (=3 ci t fe tc p ri) lj 3C 2*1 ^0 PERCENT MOISTURE (%) 15 ASTM D1557 METHOD S A • B O C MODIFIED PROCTOR RESULTS LAH SAMPI.F, (fhr.i i ."-(HL UESCRirilON MAXIMUM DRY DENSIT\ (PCF) on IMLM t. ONI hNT (^l) 17078 n 3-1 BROWK SILI y SAKD 9 5 CTE JOB HQ 10-87910 2 CONSTRUCTION TESTING & ENGINEERING. INC DATE 03/07 FIGUKL C-1 APPENDIX B GENERAL EARTHWORK SPECIFICATIONS AND GRADING GUIDELINES ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page B-1 PAV 1201-02 ReportNo 1201-02-B-2 GENERAL EARTHWORK SPECFFiCATIONS 1. General A General procedures and requirements for earthwork and grading are presented herein The earthwork and grading recommendations provided in the geotechnical report are considered part of these specifications, and where the genera! specifications provided herein conflict with those provided in the geotechnical report, the recommendations in the geotechnical report shall govem Recommendations provided herein and in the geotechnical report may need to be modified depending on the conditions encountered dunng grading B The contractor is responsible for the satisfactory completion of all earthwork in accordance with the project plans, specifications, applicable building codes, and local goveming agency requirements Where these requirements conflict, the stricter requirements shall govem C It is the contractor's responsibility to read and understand the guidelines presented herein and in the geotechnical report as well as the project plans and specifications Information presented in the geotechnical report is subject to venfication dunng grading The information presented on the exploration logs depicts conditions at the particular time of excavation and at the location of the excavation Subsurface conditions present at other locations may differ, and the passage of time may result in different subsurface conditions being encountered at the locations of the exploratory excavations The contractor shall perform an independent investigation and evaluate the nature of the surface and subsurface conditions to be encountered and the procedures and equipment to be used in perfomiing his work D The contractor shall have the responsibility to provide adequate equipment and procedures to accomplish the earthwork in accordance with applicable requirements When the quality of work is less than that required, the Geotechnical Consultant may reject the work and may recommend that the operations be suspended until the conditions are corrected E Prior to the start of grading, a qualified Geotechnical Consultant should be employed to observe grading procedures and provide testing of the fills for conformance with the pro|ect specifications, approved grading plan, and guidelines presented herein All remedial removals, clean-outs, removal bottoms, keyways, and subdrain installations should be observed and documented by the Geotechnical Consultant pnor to placing fill It is the contractor's responsibility to appnse the Geotechnical Consultant of their schedules and notify the Geotechmcal Consultant when those areas are ready for observation F The contractor is responsible for providing a safe environment for the Geotechnical Consultant to observe grading and conduct tests IL Site Preparation A Cleanng and Gmbbing Excessive vegetation and other deletenous matenal shall be sufficiently removed as required by the Geotechnical Consultant, and such matenals shall be properly disposed of offsite in a method acceptable to the owner and goveming agencies Where applicable, the contractor may obtain permission from the Geotechnical Consultant, owner, and goveming agencies to dispose of vegetation and other deleterious matenals in designated areas onsite ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page B-2 P/W 1201-02 ReportNo I20I-02-B-2 B Unsuitable Soils Removals Earth matenals that are deemed unsuitable for the support of fill shall be removed as necessary to the satisfaction of the Geotechnical Consultant C Any underground stmctures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, other utilities, or other structures located within the limits of grading shall be rcmoved and/or abandoned in accordance with the requirements of the goveming agency and to the satisfaction of the Geotechnical Consultant D Preparation of Areas to Receive Fill After removals are completed, the exposed surfaces shall be scarified to a depth of approximately 8 inches, watered or dried, as needed, to achieve a generally uniform moisture content that is at or near optimum moisture content The scanfied matenals shall then be compacted to the project requirements and tested as specified E All areas receiving fill shall be observed and approved by the Geotechnical Consultant prior to the placement of fill A licensed surveyor shall provide survey control for determming elevations of processed areas and keyways TIL Placement of Fill A Suitability of fill matenals Any matenals, denved onsite or imported, may be utilized as fill provided that the matenals have been determined to be suitable by the Geotechnrcal Consultant Such matenals shall be essentially free of organic matter and other deletenous matenals, and be ofa gradation, expansion potential, and/or strength that is acceptable to the Geotechnical Consultant Fill matenals shall be tested m a laboratory approved by the Geotechnical Consultant, and import matenals shall be tested and approved pnor to being imported B Generally, different fill matenals shall be thoroughly mixed to provide a relaUvely uniform blend of matenals and prevent abrupt changes in matenal type Fill matenals denved from benching should be dispersed throughout the fill area instead of placing the matenals within only an equipment-width from the cut/fill contact C Oversize Matenals Rocks greater than 8 inches in largest dimension shall be dispo^d of offsite or be placed in accordance with the recommendations by the Geotechnical Consultant in the areas that are designated as suitable for oversize rock placemenL Rocks that are smaller than 8 inches in largest dimension may be utilized in the fill provided that they are not nested and are their quantity and distribution are acceptable to the Geotechnical Consultant D The fill matenals shall be placed in thin, honzontal layers such that, when compacted, shall not exceed 6 inches Each layer shall be spread evenly and shall be thoroughly mixed to obtain near uniform moisture content and uniform blend of matenals E Moisture Content Fill matenals shall be placed at or above the optimum moisture content or as recommended by the geotechnical report Where the moisture content of the engineered fill is less than recommended, water shall be added, and the fill matenals shall be blended so that near uniform moisture content is achieved If the moisture content is above the limits specified by the Geotechnical Consultant, the fill matenals shall be aerated by discing, blading, or other methods until the moisture content is acceptable ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21, 2012 Page B-3 P/W 1201-02 ReportNo 120I-02-B-2 F Each layer of fill shall be compacted to the project standards in accordance to the project specifications and recommendations of the Geotechnical Consultant Unless otherwise specified by the Geotechnical Consultant, the fill shall be compacted to a minimum of 90 percent of the maximum dry density as detennined by ASTM Test Method Dl 557-09 G Benching Where placing fill on a slope exceeding a ratio of 5 to 1 (honzontal to vertical), the ground should be keyed or benched The keyways and benches shall extend through all unsuitable matenals into suitable matenals such as firm matenals or sound bedrock or as recommended by the Geotechnical Consultant The minimum keyway width shall be 15 feet and extend into suitable matenals, or as recommended by the geotechnical report and approved by the Geotechnical Consultant The minimum keyway width for fill over cut slopes is also 15 feet, or as recommended by the ^otechnical report and approved by the Geotechnical Consultant As a general mle, unless otherwise recommended by the Geotechnical Consultant, the mmimum width of the keyway shall be equal to 1/2 the height of the fill slope H Slope Face The specified minimum relative compaction shall be maintained out to the finish face of fill and stabilization fill slopes Generally, this may be achieved by overbuilding the slope and cutting back to the compacted core The actual amount of overbuilding may vary as field conditions dictate. Alternately, this may be achieved by back rolling the slope face with suitable equipment or other methods that produce the designated result Loose soil should not be allowed to build up on the slope face If present, loose soils shall be tnmmed to expose the compacted slope face I Slope Ratio Unless otherwise approved by the Geotechnical Consultant and goveming agencies, permanent fill slopes shall be designed and constructed no steeper than 2 to I (honzontal to vertical) J Natural Ground and Cut Areas Design grades that are in natural ground or in cuts should be evaluated by the Geotechnical Consultant to determine whether scanfication and processing of the ground and/or overexcavation is needed K Fill matenals shall not be placed, spread, or compacted during unfavorable weather conditions When grading is intermpted by rain, filing operations shall not resume until the Geotechnical Consultant approves the moisture and density of the previously placed compacted fill IV. Cut Slopes A The Geotechnical Consultant shall inspect all cut slopes, mcluding fill over cut slopes, and shali be notified by the contractor when cut slopes are started B If adverse or potentially adverse conditions are encountered during grading, the Geotechnical Consultant shall investigate, evaluate, and make recommendations to mitigate the adverse conditions C Unless otherwise stated in the geotechnical report, cut slopes shall not be excavated higher or steeper than the requirements of the local goveming agencies Short-term stability of the cut slopes and other excavations is the contractor's responsibility V. Drainage A Back drains and Subdrains Back drains and subdrains shall be provided in fill as recommended by the Geotechnical Consultant and shall be constmcted m accordance with the goveming agency and/or ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page B-4 P/W 1201 -02 Report No 1201-02-B-2 recommendations ofthe Geotechnical Consultant The location of subdrains, especially outlets, shall be surveyed and recorded by the Civil Engineer B Top-of-slope Drainage Positive drainage shall be established away from the top of slope Site drainage shall not be permitted to flow over the tops of slopes C Drainage terraces shall be constmcted m compliance with the goveming agency requirements and/or in accordance with the recommendations of the Geotechnical Consultant D Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage VI. Erosion Control A All finish cut and fill slopes shall be protected from erosion and/or planted in accordance with the project specifications and/or landscape architect's recommendations Such measures to protect the slope face shall be undertaken as soon as practical after complehon of grading B During constmction, the contractor shall maintain proper drainage and prevent the ponding of water The contractor shall take remedial measures to prevent the erosion of graded areas until permanent drainage and erosion control measures have been installed VII. Trench Excavation and Backfill A Safety The contractor shall follow all OSHA requirements for safety of trench excavations Knowing and following these requirements is the contractor's responsibility All trench excavations or open cuts in exce^ of 5 feet in depth shall be shored or laid back Trench excavaUons and open cuts exposing adverse geologic conditions may require fiirther evaluation by the Geotechnical Consultant If a contractor fails to provide safe access for compaction testing, backfill not tested due to safety concems may be subject to removal B Bedding Bedding matenals shall be non-expansive and have a Sand Equivalent greater than 30 Where permitted by the Geotechnical Consultant, the bedding matenals can be densified by jethng C Backfill JetUng of backfill matenals IS generally not acceptable Where permitted by the Geotechnical Consultant, the bedding matenals can be densified by jetting provided the backfill matenals are granular, fi-ee-draining and have a Sand Equivalent greater than 30 VIII. Geotechmcal Observation and Testing Dunng Grading A Compaction Testing Fill shall be tested by the Geotechnical Consultant for evaluation of general compliance with the recommended compaction and moisture condiUons The tests shall be taken in the compacted soils beneath the surface if the surficial matenals are disturbed The contractor shall assist the Geotechnical Consultant by excavating suitable test pits for testing of compacted fill B Where tests indicate that the density of a layer of fill is less than required, or the moisture content not withm specifications, the Geotechnical Consultant shall notify the contractor of the unsatisfactory conditions of the fill The portions of the fill that are not within specifications shall be reworked until the required density and/or moisture content has been attained No additional fill shall be placed until the last lift of fill IS tested and found to meet the project specifications and approved by the Geotechnical Consultant ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21,2012 Page B-5 P/W 1201-02 ReportNo 1201-02-B-2 C If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as adverse weather, excessive rock or deletenous matenals being placed in the fill, insufficient equipment, excessive rate of fill placement, results in a quality of work that is unacceptable, the consultant shall notify the contractor, and the contractor shall rectify the conditions, and if necessary, stop work until conditions are satisfactory D Frequency of Compaction Testing The location and frequency of tests shall be at the Geotechnical Consultant's discretion Generally, compaction tests shall be taken at intervals not exceeding two feet in fill height and 1,000 cubic yards of fill matenals placed E Compaction Test Locations The Geotechnical Consultant shall document the approximate elevation and honzontal coordinates of the compaction test locaUons The contractor shall coordinate with the surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations Altemately, the test locations can be surveyed and the results provided to the Geotechnical Consultant F Areas of fill that have not been observed or tested by the Geotechnical Consultant may have to be removed and recompacted at the contractor's expense. The depth and extent of removals will be determined by the Geotechnical Consultant G Observation and testing by the Geotechnical Consultant shall be conducted during grading in order for the Geotechnical Consultant to state that, in his opinion, grading has been completed in accordance with the approved geotechnical report and project specifications H Reporting of Test Results After complefion of grading operations, the Geotechnical Consultant shall submil reports documenting their observations dunng constmction and test results These reports may be subject to review by the local goveming agencies ADVANCED GEOTECHNICAL SOLHTONS, INC. APPENDIX C HOMEOWNER MAINTENANCE RECOMMENDATIONS ADVANCED GEOTECHNICAL SOLUTIONS, INC. HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS Homeowners are accustomed to maintaining their homes They expect to paint their houses periodically, replace winng, clean out clogged plumbing, and repair roofs Maintenance ofthe home site, particularly on hillsides, should be considered on the same basis or even on a more senous basis because neglect can result in senous consequences In most cases, lot and site maintenance can be taken care of along with landscaping, and can be earned out more economically than repair after neglect Most slope and hillside lot problems are associated with water Uncontrolled water from a broken pipe, cesspool, or wet weather causes most daniage Wet weather is the largest cause of slope problems, particularly in Cahfomia where rain is intermittent, but may be torrential Therefore, drainage and erosion control are the most important aspects of home site stability, these provisions must not be altered without competent professional advice Further, maintenance must be earned out to assure their continued operation As geotechnical engineers concemed with the problems of building sites in hillside developments, we offer the following hst of recommended home protection measures as a guide to homeowners Expansive Soils Some of the earth matenals on site have been identified as being expansive in nature. As such, these matenals are susceptible to volume changes with vanations in their moisture content These soils will swell upon the introduction of water and shnnk upon drying The forces associated with these volume changes can have significant negative impacts (in the form of differential movement) on foundations, walkways, patios, and other lot improvements In recognition of this, the project developer has constructed homes on these lots on post-tensioned or mat slabs with pier and grade beam foundation systems, intended to help reduce the potenhal adverse effects of these expansive matenals on the residenhal stmctures within the project Such foundation systems are not intended to offset the forces (and associated movement) related to expansive soil, but are intended to help soften their effects on the stmctures constmcted thereon Homeowners purchasing property and living in an area containing expansive soils must assume a certain degree of responsibility for homeowner improvements as well as for maintaining conditions around their home. Provisions should be incorporated mto the design and constmction of homeowner improvements to account for the expansive nature of the onsite soils matenal Lot maintenance and landscaping should also be conducted in consideraUon of the expansive soil charactenstics Of pnmaiy importance is minimizing the moisture vanation below all lot improvements Such design, construction and homeowner maintenance provisions should include • Employing contractors for homeowner improvements who design and build in recognition of local building code and site specific soils conditions • Establishing and maintaining positive drainage away from all foundafions, walkways, dnveways, patios, and other hardscape improvements. • Avoiding the constmction of planters adjacent to structural improvements Alternatively, planter s1des^ottoms can be sealed with an impermeable membrane and drained away from the improvements via subdrains into approved disposal areas • Sealing and maintaining construction/control joints within concrete slabs and walkways to reduce the potential for moisture infiltration into the subgrade soils ADVANCED GEOTECHNICAL SOLUTIONS, INC. •> Utilizing landscaping schemes with vegetation that requires minimal watenng Altematively, watering should be done in a umform manner as equally as possible on all sides of the foundation, keeping the soil "moist" but not allowing the soil to become saturated • Maintaining positive drainage away from stmctures and providing roof gutters on all stmctures with downspouts installed to carry roof mnoff directly into area drains or discharged well away from the structures • Avoiding the placement of trees closer to the proposed structures than a distance of one-half the mature height of the tree • Observation of the soil conditions around the penmeter of the structure dunng extremely hot/dry or unusually wet weather conditions so that modifications can be made in imgation programs to maintain relatively constant moisture conditions Sulfates Homeowners should be cautioned against the import and use of certain fertilizers, soil amendments, and/or other soils from offsite sources in the absence of specific information relating to their chemical composition Some fertilizers have been known to leach sulfate compounds into soils otherwise containing "negligible" sulfate concentrafions and increase the sulfate concentrafions in near-surface soils to "moderate" or "severe" levels In some cases, concrete improvements constmcted in soils containing high levels of soluble sulfates may be affected by detenoration and loss of strength Water - Natural and Man Induced Water in concert with the reaction of vanous natural and man-made elements, can cause detnmental effects to your stmcture and surrounding property Ram water and flowing water erodes and saturates the ground and changes the engineenng charactenstics of the underlying earth matenals upon saturation Excessive imgaUon in concert with a rainy penod is commonly associated with shallow slope failures and deep seated landslides, saturation of near structure soils, local ponding of water, and transportation of water soluble substances that are deleterious to building matenals including concrete, steel, wood, and stucco Water interacting with the near surface and subsurface soils can initiate several other potenhally detrimental phenomena other then slope stability issues These may include expansion/contraction cycles, liquefaction potential increase, hydro-collapse of soils, ground surface settlement, earth matenal consoiidahon, and introduchon of deletenous substances The homeowners should be made aware of the potenhal problems which may develop when drainage is altered through constmction of retaining walls, swimming pools, paved walkways and pahos Ponded water, drainage over the slope face, leaking imgation systems, over-watenng or other condifions which could lead to ground saturation must be avoided •> Before the rainy season amves, check and clear roof drains, gutters and down spouts of all accumulated debns Roof gutters are an important element m your arsenal against ram damage If you do not have roof gutters and down spouts, you may elect to install them Roofs, with their, wide, flat area can shed tremendous quantities of water Without gutters or other adequate drainage, water falling from the eaves collects against foundation and basement walls • Make sure to clear surface and terrace dramage ditches, and check them frequently dunng the rainy season This task is a community responsibility • Test all drainage ditches for funettoning outlet drains This should be tested with a hose and done before the rainy season All blockages should be removed ADVANCED GEOTECHNICAL SOLUTIONS, INC. Check all drams at top of slopes to be sure they are clear and that water will not overflow the slope itself, causing erosion Keep subsurface dram openings (weep-holes) clear of debns and other matenal which could block them m a storm Check for loose fill above and below your property if you live on a slope or terrace Monitor hoses and spnnklers Dunng the rainy season, little, if any, imgation is required Oversaturation of the ground is unnecessary, increases watenng costs, and can cause subsurface drainage Watch for water backup of drains inside the house and toilets during the rainy season, as this may indicate dram or sewer blockage Never block terrace drains and brow ditches on slopes or at the tops of cut or fill slopes These are designed to carry away runoff to a place where it can be safely distributed Maintain the ground surface upslope of lined ditches to ensure that surface water is collected in the ditch and is not permitted to be trapped behind or under the lining Do not permit water to collect or pond on your home site Water gathenng here will tend to either seep into the ground (loosening or expanding fill or natural ground), or will overflow into the slope and begin erosion Once erosion is started, it is difficult to control and severe damage may result rather quickly Never connect roof drains, gutters, or down spouts to subsurface drams Rather, arrange them so that water either flows off your property in a specially designed pipe or flows out into a paved dnveway or street The water then may be dissipated over a wide surface or, preferably, may be carried away in a paved gutter or storm drain Subdrains are constructed to take care of ordinaty subsurface water and cannot handle the overioad from roofs dunng a heavy rain Never permit water to spill over slopes, even where this may seem to be a good way to prevent ponding This tends to cause erosion and, in the case of fill slopes, can eat away carefully designed and constructed sites Do not cast loose soil or debns over slopes Loose soil soaks up water more readily than compacted fill It is not compacted to the same strength as the slope itself and will tend to slide when laden with water, this may even affect the soil beneath the loose soil The sliding may clog tenace drains below or may cause additional damage in weakening the slope If you live below a slope, try to be sure that loose fill is not dumped above your property Never discharge water into subsurface blanket drains close to slopes Trench drains are sometimes used to get nd of excess water when other means of disposing of water are not readily available Overioading these drains saturates the ground and, if located close to slopes, may cause slope failure in their vicimty Do not discharge surface water into septic tanks or leaching fields Not only are septic tanks constructed for a different purpose, but they will tend, because of their constmction, to naturally accumulate additional water from the ground dunng a heavy rain Overloading them artificially dunng the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since their overflow can pose a senous health hazard In many areas, the use of septic tanks should be discontinued as soon as sewers are made available Practice responsible imgatton practices and do not over-imgate slopes Naturally, ground cover of ice plant and other vegetation will require some moisture dunng the hot summer months, but during the wet season, imgation can cause ice plant and other heavy ground cover to pull loose This not only destroys the cover, but also starts senous erosion In some areas, ice plant and other heavy cover can cause surface sloughing when saturated due to the increase in weight and weakening of the near-surface soil Planted slopes should be planned where possible to acquire sufficient moisture when it rains Do not let water gather against foundations, retaming walls, and basement walls These walls are built to withstand the ordinaty moisture in the ground and are, where necessary, accompanied by subdrains to carry off the excess If water is permitted to pond against them, it may seep through ADVANCED GEOTECHNICAL SOLUTIONS, INC. the wall, causing dampness and leakage inside the basement Further, it may cause the foundahon to swell up, or the water pressure could cause stmctural damage to walls • Do not try to compact soil behind walls or in trenches by flooding with water Not only is flooding the least efficient way of compacting fine-grained soil, but it could damage the wall foundation or saturate the subsoil • Never leave a hose and spnnkler mnning on or near a slope, particularly dunng the rainy season This will enhance ground saturation which may cause damage • Never block ditches which have been graded around your house or the lot pad These shallow ditches have been put there for the purpose of quickly removing water toward the dnveway, street or other positive outlet By all means, do not let water become ponded above slopes by blocked ditches • Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a well- established and deep-rooted vegetal cover requinng minimal watenng • It should be the responsibility of the landscape architect to provide such plants initially and of the residents to maintain such planfing Alteration of such a planting scheme is at the resident's risk *> The resident is responsible for proper imgation and for maintenance and repair of properly installed imgation systems Leaks should be fixed immediately Residents must undertake a program to eliminate burrowing animals This must be an ongomg program in order to promote slope stability The bunowing animal control program should be conducted by a licensed exterminator and/or landscape professional with expertise in hill side maintenance Geotechmcal Review Due to the fact that soil types may vary with depth, it is recommended that plans for the constmction of rear yard improvements (swimming pools, spas, barbecue pits, patios, etc), be reviewed by a geotechnical engineer who is familiar with local conditions and the cunent standard of practice in the vicinity of your home In conclusion, your neighbor's slope, above or below your property, is as important to you as the slope that IS within your property lines For this reason, it is desirable to develop a cooperative atfitude regarding hillside maintenance, and we recommend developing a "good neighbor" policy Should conditions develop off your property, which are undesirable from indicafions given above, necessaiy achon should be taken by you to insure that prompt remedial measures are taken Landscaping of your property is important to enhance slope and foundation stability and to prevent erosion ofthe near surface soils In addition, landscape improvements should provide for efficient drainage to a controlled discharge location downhill of residential improvements and soil slopes Additionally, recommendations contained m the Geotechnical Engineering Study report apply to all future residenhal site improvements, and we advise that you include consultation with a qualified professional in planning, design, and constmction of any improvements Such improvements include patios, swimming pools, decks, etc , as well as building stmctures and all changes in the site configurahon requinng earth cut or fill construction. ADVANCED GEOTECHNICAL SOLUTIONS, INC. Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS com - 4/10/2012 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1R Projecl Name Magnofia Ave Parcel 3 Residence Building Type H Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/10/2012 Project Address ^377 Magnolia Ave Carisbad California Energy Climate Zone CA Climate Zone 07 Total Cond Floor Area 2,948 Addition n/a # of Stones 2 FIELD INSPECTION ENERGY 0Yes DNo HERS Measures-If D Yes EJ No Special Features - If CHECKLIST Yes, A GF-4R must be provided per Part 2 of 5 of this form Yes, see Part 2 of 5 of this form for details INSULATION Construction Type Area Special Cavity {ff) Features (see Part 2 of 5) Status Slab Unhealed Slab-on-Grade None 1.315 Penm = 180' New Wall Wood Framed R-13 2.752 New Door Opaque Door None 49 New Roof Wood Framed Attic R-30 1.939 New Floor Wood Framed w/o Crawl Space R-19 624 New FENESTRATION Orientation Area(^) U- Factor SHGC Overhang Sidefins Exterior Shades Status Front (N) 109 5 0 350 0 23 none none Bug Screen New Right (W) -7-..^ 85 0 0 350, ~^ 0 23 none -- none f' Mug Screen s - ^ New Right (W) ^ i 119 0 ? ' 0'330 L 0 23 none / none Bug Screen New Rear (S) j:123 0 , 0 350 0 23 none ' none ' Bug Screen i New Rear (S) // J'44 0 1 ' 0 330 0'23 none / none Bug Screen ^New Len (E) \ - <" 96 0' '• 0 330 0 23 none \none Bug Screen / ' New Front (N) 80 0 320 0 24 none none Bug Screen New Front(N) 40 0 0 330 0 23 none none Bug Screen New Right (W) 80 0 320 0 24 none none Bug Screen New Left (E) 20 0 0 320 0 24 none none Bug Screen New Left (E) 10 0 0 350 0 23 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status Central Fumace 80% AFUE Split Air Conditioner 13 0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status Ducted Ducted Attic Ceiling Ins. vented 42 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status instant Gas 0 82 No Pipe Insulation New EnergyPro 51 by EnergySoft User Number 2875 RunCode 2012-04-10T11.30 28 ID Page 1 of 7 CflHP Reg 212-N0017712A-000000000~0000 Registration Date/Time 2012/04/10 14 36 38 HERS Provider CalCERTS, Inc Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS com - 4/10/2012 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name Magnolia Ave Parcel 3 Residence Building Type B Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/10/2012 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified m this checklist These items require special written justification and documentation, and special verification to be used with the performance approach The enforcement agency determtnes the adequacy of the justification, and may reject a buiJding or destgn that otherwise complies based on the adequacy of the special justification and documentation submitted f J /. I HERS REQUIRED VERIFICATION / . Items in this section require field testing and/or verification by a certified HERS Rater The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given Compliance credit for quality installation of insulation has been used HERS field venfication is required The HVAC System hvac incorporates HERS venfied Duct Leakage HERS field venfication and diagnostic testing is required to venfy that duct leakage meets the specified cntena EnergyPn? 5 1 by EnergySoft User Number 2875 RunCode 2012-04-10T11 30'28 ID Paqe2 of 7 CAHP Reg 212-M0017712A--000000000-0000 Registration Date/Time 2022/04/10 14 36 33 HBRS Provider CalCERTS, Inc Electronically Filed tay Mark Gallant, CEPE and Authenticated at CalCERTS com - 4/10/2012 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Magnolia Ave Parcel 3 Residence Building Type S Single Family • Addition Alone D Multi Family Q Existing+ Addition/Alteration Date 4/10/2012 ANNUAL ENERGY USE SUMMARY ™^ (kBtu/ft^-yr) standard Proposed Margin ™^ (kBtu/ft^-yr) Space Heating 8 20 8 48 -0 28 Space Cooling 4 74 1 81 2 94 Fans 316 2 43 0 73 Domestic Hot Water 12 97 9 94 3 03 Pumps 0 00 0 00 0 00 Totals 29 08 22 66 6 42 Percent Better Than Standard: 22 1% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Onentation (N) 0 deg Ext Walls/Roof Wall Area Area Number of Dwelling Units 1 00 (N) 7 752 75S Fuel Available at Site Natural Gas (E) 630 726 Raised Floor Area 624 (S) 7,152 267 Slab on Grade Area 1.315 m 212 Average Ceiling Height 96 Roof 7,939 0 Fenestration Average U-Factor 0 34 TOTAL 763 Averaqe SHGC 0 23 Fenestration/CFA Ratio 25 9% REMARKS THE INSTALLING CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITY AND SIZING OF HEATING COOLING AND DHW EQUIPMENT, DUCT SIZING AND EQUIPMENT SELECTION (§150(h). CEC BtuepnntmO) I I " STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations The documentation author hereby certifies that the documentatton is accurate and complete Documentation Author Company GaWanf Energy Consulting Address 509 W Mission Ave Sfe 207 City/State/Zip Escondido. CA 92025 f^ame Gallant CEPE Phone 760-743-5408 >7 Jye^ 4/10/2012 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents (s consistent with the other compliance forms and worksheets, wtth the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refngerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater Designer or Owner (per Business & Professions Code) Company ''^^ Cj^i^lffF^ - Address t*'. ^AA/AWS'^tf ^55t>NameS<^ City/State/Zip Qf^^ ^ ^4-^*^*7 ^'^""^ XSC'^^f*^'^^ License # Date EnergyPro 5 1 bv EnergySoft User Number 2875 RunCode 2012-04-10T11 30 28 ID Page 3 of 7 CAHP Reg 212-N0017712A-000000000-0000 Registration Date/Time 2012/04/10 14 36 38 HERS Provider CalCERTS, Inc Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS com - 4/10/2012 CERTIFICATE OF COMPUANCE: Residential (Part 4 of 5) CF-1R Project Name Magnolia Ave Parcel 3 Residence Building Type 12 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/10/2012 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Extenor Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Slab 1.315 0 730 None 0 180 New 4 4 7-A7 7 s/ Wall 285 0 702 R-13 0 90 New 4 3 1-A3 1st Door 28 0 500 None 0 90 New 4 5 1-A4 1st Wall 155 0 102 R-13 270 90 New 4 3 1'A3 1st Wall 368 0102 R-13 180 90 New 4 3 1'A3 1st Wall 195 0 102 R-13 0 90 New 4 3 1-A3 1st Door 21 0 500 None 0 90 New 4 5 1-A4 1st Wall 84 0 102 R-13 90 90 New 4 3 1-A3 1st Roof 306 0 031 R-30 45 0 New 4 2 7-A20 1st Wall 45 0 102 R-13 90 90 New 4 3 1-A3 1st Wall 466 0 102 R-13 0 90 New 4 3 1-A3 2nd Wall 263 0102 R-13 270 90 New 4 3 1-A3 2nd Wall 517 0 102 R-13 180 90 New 4 3 1-A3 2nd Wall 375 0 102 R-13 90 90 New 4 3 1-A3 2nd Roof 1.633 0 031 R-30 45 0 New 4 2 1-A20 2nd Floor 624 0 048 R-19 0 180 New 4 4 2-A4 2nd FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC^ Azm Status Glazing Type Location/Comments 7 Window 50 0 350 NFRC 0 23 NFRC 0 New AlpineSenes70OP lat 2 Window 75 0 350 NFRC 0 23 NFRC 0 New AlpineSenes70OP 1st 3 Window 20 0 0 350 NFRC 0 23 NFRC 0 New AlpineSenes/OOP 1st 4 Window 75 0 0 350 NFRC 0 23 NFRC 0 New AlpineSenes700P 1st 5 Window _ 20 0 0 350 NFRC 0 23 NFRC 270 New AlpineSenes700P ^ 1st 6 Window^ ^ 75 0 0 350 NFRC^ ' '023 NFRC ~270 New ' AlpineSenes70OP' / ' 1st 7 Window •'35 0 0 330 NFRC 0 23 NFRC 270 New AlpineSenes70DR 1st 8 Window 75 0 0 350 NFRC 0 23 NFRC --7 780 New -AlpineSenesTOOP 1st 9 Window 25'0 0 350 NFRC 0 23 NFRC 780 New AlpineSenes70OP 1st 10 Window ft 1 80 0 350 NFRC 0 23 NFRC /780 New AlpineSenes70OP ' Isl 11 Window <-J 16 0 0 350 NFRC 0 23 NFRC 180 New AlpineSenes70OP -- -1st / '-"-^i 12 Window 48 0 0 330 NFRC 0 23 NFRC 180 New A/p/neSenes/'ODR 1st 13 H^ndoiv 96 0 0 330 NFRC 0 23 NFRC 180 New A/p(neSenes70DR 1st 14 Window 96 0 0 330 NFRC 0 23 NFRC 90 New /^/p/neSenes70DR 1st 15 Window 10 0 0 350 NFRC 0 23 NFRC 0 New A/p/neSenes70OP 2nd 16 Window 10 0 0 350 NFRC 0 23 NFRC 0 New ^/p(neSenes70OP 2nd (1) U-Factor Type (2) SHGC Type 116-A = Default 116-B = Default Table from Standards, NFRC = Labeled Value Table from Standards. NFRC = Labeled Value EXTERIOR SHADING DETAILS Window Overhang Left Fin Right Fin ID Extenor Shade Type SHGC Hqt Wd Len Hgt LExt RExt Dist Len Hat^ Dist Len Hqt 1 Bug Screen 0 76 2 Bug Screen 0 76 3 Bug Screen 0 76 4 Bug Screen 0 76 5 Bug Screen 0 76 6 Bug Screen 0 76 7 Bug Screen 0 76 8 Bug Screen 0 76 9 Bug Screen 0 76 10 Bug Screen 0 76 11 Bug Screen 0 76 12 Bug Screen 0 76 13 Bug Screen 0 76 14 Bug Screen 0 76 15 Bug Screen 0 76 16 Bug Screen 0 76 EnergyPro 5 1 by ^nerqySoft User Number 2875 RunCode 2012-04-10711 30 28 ID Paqe4 of 7 CAHP Reg 212-K0017712A-OQQOOOODO-OOOO Registration Date/Time 2012/04/10 14 36 39 HERS Provider CalCERTS, Inc Electronically Piled by Mark Gallant, CEPE and Authenticated at CalCERTS com - 4/10/2012 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Magnolia Ave Parcel 3 Residence Building Type 121 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/10/2012 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Extenor Frame Intenor Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC Azm Status Glazing Type LocationJComments 17 Window 60 0 350 NFRC 0 23 NFRC 0 New A/p/neSenes700P 2nd 18 Window 30 0 0 350 NFRC 0 23 NFRC 0 New A/p/ne Senes 700P 2nd 19 Window 60 0 350 NFRC 0 23 NFRC 0 New A/p/neSenes700P 2nd 20 Window 80 0 320 NFRC 024 NFRC 0 New A/pineSenes70FX 2nd 21 Window 40 0 0 330 NFRC ,0 23 NFRC 0 New AlpineSenes70DR , 2nd 22 Window" \ 84 0 0 330 NFRC^ / 0 23 NFRC "270 New ' AlpineSenes70DR ' •> ' \ 2nd 23 Wndow ••700 0 350 NFRC i 0 23 'NFRC 270 New J AlpineSenes700P ' 2nd 24 Window 80 , 0 320 NFRC 0 24 NFRC '7270 New AlpineSenes70FX 2nd 25 Window 20 0 , 0 350 NFRC 0 23 NFRC . 270 New AlpineSenes700P ' 2nd ' > - 2a Window /•• ^20 0 0 350 NFRC 0 23 NFRC ,270 New A/pineSenes700P 2nd • 27 Window-'' ' ' 12 5 0 350 NFRC 0 23 NFRC 780 New \ AlpineSenes70OP 2nd' f \ '-i 28 Window 40 0 350 NFRC 0 23 NFRC 180 New AlpineSenes70OP 2nd 29 Window 15 0 0 350 NFRC 0 23 NFRC 180 New AlpineSenes70OP 2nd 30 Window 15 0 0 350 NFRC 0 23 NFRC 180 New AlpineSenes70OP 2nd 31 Window 12 5 0 350 NFRC 0 23 NFRC 180 New AlpineSenesJOOP 2nd 32 Window 20 0 0 320 NFRC 0 24 NFRC 90 New AlpineSenes 70FX 2nd (1) U-Factor Type (2) SHGC Type 116-A = Default 116-B = Default Table from Standards Table from Standards NFRC = Labeled Value NFRC = Labeled Value EXTERIOR SHADING DETAILS Window Overhang Left Fin Right Fin ID Extenor Shade Type SHGC Hqt Wd Len Hqt LExt RExt Dist Len Hgt Dist Len Hgt 17 Bug Screen 0 76 18 Bug Screen 0 76 19 Bug Screen 0 76 20 Bug Screen 0 76 21 Bug Screen 0 76 22 Bug Screen 0 76 23 Bug Screen 0 76 24 Bug Screen 0 76 25 Bug Screen 0 76 26 Bug Screen 0 76 27 Bug Screen 0 76 28 Bug Screen 0 76 29 Buq Screen 0 76 30 Bug Screen 0 76 31 Bug Screen 0 76 32 Bug Screen 0 76 EnergyPro 5 1 by EnerqySofl User Number 2875 RunCode 2012-04-10T11 30 28 ID Page 5 7 CAHP Reg 212-NOOn712A-000000000-OOOO Registration Date/Time 2012/04/10 14 36 3B HERS Provider CalCERTS, Inc Electronically Piled by Mark Gallant, CEPE and Authenticated at CalCERTS com - 4/10/2012 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Magnolia Ave Parcel 3 Residence Building Type 13 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/10/2012 OPAQUE SURFACE DETAILS Surface Type Area u- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area u- Factor Cavity Exteno Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U-Faclor' SHGC^ Azm Status Glazing Type Location/Comments 33 Window 10 0 0 350 NFRC 0 23 NFRC 90 New A/pineSenes70OP 2nd - •^1 ^' r "\ ' / ' / ' ! i. - // ' •• • r-l ' • t \ •• ^~ V (1) U-Factor Type 116-A = Default Table from Standards, NFRC = Labeled Value (2) SHGC Type 116-B ^ Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type Window Overhang Left Fin Right Fin ID Exterior Shade Type 3HGC Hgt Wd Len Hgt LExt RExt Dist Len Hqt Disl Len Hqt 33 Bug Screen 0 76 EnergyPro 51 by EnergySoft User Number 2875 RunCode 2012-04-1071130 28 ID Page6of7 CAHP Reg 212-N0017712A-000000000-OOOO Registration DaLe/Time 2012/04/10 14 36 38 HERS Provider CalCERTS, Inc Electronically Filed by Mark Gallant, CEPE and Authenticated at CalCERTS com - 4/10/2012 CERTIFICATE OF COMPUANCE: Residential (Part 5 of 5) CF-1R Project Name Magnolia Ave Parcel 3 Residence Building Type (Z Single Family • Addition Alone O Multi Family • Existing^ Addition/Alteration Date 4/10/2012 BUILDING ZONE INFORMATION System Name Zone Name Floor Area (ft^) Volume Year BuiH System Name Zone Name New Existing Altered Removed Volume Year BuiH hvac 1st 7,37i 73 676 2nd 7,63; 74,697 Totals 2,946 0 0 0 HVAC SYSTEMS System Name Qty Heating Type Mm Eff Coolinq Type Mm Eff Thermostat Type Status hvac 1 Central Fumace 80% AFUE Split Air Conditioner 13 0 SEER Setback New '•• •• \ - ~ -.- ^ - r 1 / ' L 1 ' < i f J ( / HVAC DISTRIBUTION / ' System Name Heating Coolinq Duct Location .-Duct , R-Value Ducts' Tested' Status hvac Ducted Ducted Atfic, Ceiling Ins, vented 42 [ZI Weiv • • n • WATER HEATING SYSTEMS System Name Qty Type Distribution Rated Input (Btuh) Tank Cap Energy Factor or RE Standby Loss or Pilot Ext Tank Insul R- Value Status Rinnai R94LS 1 nsfant Gas No Pipe Insulation 199.000 0 0 82 n/a n/a Weiv MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) ^ Add V/ Insulation System Name Pipe Length Pipe Diameter Insul Thick Control Qty HP Plenum Outside Buried ^ Add V/ Insulation System Name Pipe Length Pipe Diameter Insul Thick • • • • • EnergyPro 51 by EnergySof} User Number 2875 RunCode 2012-M-10T1130 28 ID Page 7 of 7 CAHP Reg 212-N0017712A-000000000-0000 Registration Date/Time 2012/04/10 14 36 38 HERS Provider CalCERTS, Inc MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R NOTE Low-nse residential buildings subject to the Standanjs must comply with all applicable mandatory measures listed, regardless of the compliance approach used More stnngent energy measures listed on the Certificate of Compliance (CF-1R, CF-1R-ADD, or CF- 1R-ALT Form) shall supersede the items marked with an astensk (*) below This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary Submit all applicable sections of the MF-1R Form with plans Building Envelope Measures §116(a)1 Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage §116(a)4 Fenestration products (except field-fabncated windows) have a label listing the certified U-Factor, certified Solar Heat Gam Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a) §117 Extenor doors and windows are weather-stnpped. all joints and penetrations are caulked and sealed §118(a) Insulation specified or installed meets Standards for Insulating Matenal Indicate type and include on CF-6R Form §118(0 The thermal omittance and solar reflectance values ofthe cool roofing matenal meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1 R Form *§15Q(a) Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor §150(b) Loose fill insulation shall conform with manufacturer's installed design labeled R-Value *§150(c) Minimum R-13 insulation in wood-frame wall or equivalent U-factor "§150(d) Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor §150(f) Air retarding wrap is tested, labeled, and installed according to ASTM £1677-95(2000) when specified on the CF-1R Form §15Q(g) Mandatory Vapor barner installed in Climate Zones 14 or 16 §150(1) Water absorption rate for slab edge insulation matenal alone without facings is no greater than 0 3%, water vapor permeance rate is no greater than 2 0 perm/mch and shall be protected from physical damage and UV light detenoration Fireplaces, Decorative Gas Appliances and Gas Log Measures §15Q(e)1A Masonry or factory-built fireplaces have a closable metal or glass door covenng the entire opening ofthe firebox §150(e)1 B Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device § 150(e}2 Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside ofthe building, are prohibited Space Conditioning, Water Heating and Plumbing System Measures §110-§113 HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission §113(c)5 Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5 §115 Continuously burning pilot lights are prohibited for natural gas fan-type central furnaces, household cooking appliances (appliances with an electncal supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters §150(h) Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA §150(0 Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c) §1500)1 A Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater §150(j)1 B Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the extenor ofthe tank §1500)2 First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B §1500)2 Cooling system piping (suction, chilled water, or bnne lines).and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A §1500)2 Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A §15Q0)3A Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wmd §150(j)3A Insulation tor chilled water piping and refngerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space §150(i)4 Solar water-heating systems and/or collectors are certified by the Solar Ratmg and Certification Corporation MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R §150(m)1 All air-distnbution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5. supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4 2 or enclosed entirely in conditioned space Openings shall be sealed with mastic, tape or olher duct-closure system that meets the applicable requirements of UL 181, UL 181 A, orUL 181B or aerosol sealant that meets the requirements of UL723 If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1 Building cavities, support platforms for air handlers, and plenums defined or constructed with matenals other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air Building cavities and support platforms may contain ducts Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts §150(m)2D Joints and seams of duct systems and their components shall not fae seafed with ctofh back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands §150(m)7 Exhaust fan systems have back draft or automatic dampers §150(m)8 Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers §150(m)9 Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wmd Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material §150(m)10 Flexible ducts cannot have porous inner cores §150{o) All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62 2-2007 Ventilation and Acceptable Indoor Air Quality m Low-Rise Residential Buildings Window operation is not a permissible method of providing the Whole Building Ventilation required in Secfion 4 of that Standard Pool and Spa Heating Systems and Equipment Measures §114(a) Any pool or spa heating system shall be certified to have a thermal efficiency that complies wtth the Appliance Efficiency Regulations, an on-off switch mounted outside of the heater, a permanent weatherproof plate or card with operating instructions, and shall not use electnc resistance heating or a pilot light §114(b)1 Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating §114(b)2 Outdoor pools or spas that have a heat pump or gas heater shall have a cover §114(b)3 Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only dunng off-peak electnc demand penods §150(p) Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p) Residential Lighting Measures §150(k)1 High efl'icacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2 §150(k)3 The wattage of permanently installed luminaires shall be determined as specified by §130(d) §150(k)4 Ballasts for fluorescent tamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz §150(k)5 Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contam only high efllcacy lamps meeting the minimum efllcacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder. OR shall be rated to consume no more than five watts of power as detennined by §130(d), and shall not contain a medium screw-base socket §150(k)6 Licjhting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k) §150(kj7 AU swttchirrg devices and controls shall meet the requirements of §150(k)7 §150(k)8 A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy EXCEPTION Up to 50 watts for dwelling units less than or equal to 2,500 ftz or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system, and all permanently installed luminanes in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efllcacy and controlled by a manual-on occupant sensor §150(k)9 Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R §150(k)10 Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy EXCEPTION 1 Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119 EXCEPTION 2 Permanently installed low efiicacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor §150(k)11 Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires EXCEPTION 1 Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119 EXCEPTION 2 Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150(k)11 §150(k)12 Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratones or other nationally recognized testing/rating laboratory, and have a label that certifies the lumiunaire is airtight with air leakage less then 2 0 CFM at 75 Pascals when tested in accordance with ASTM E283, and be sealed with a gasket or caulk between the luminaire housing and ceiling §l50{k)13 Luminaires providing outdoor lighting, including lighting for pnvate patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy EXCEPTION 1 Permanently mstalled outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an ovemde or bypass switch that disables the motion sensor, and one of the following controls a photocontrol not having an overnde or bypass switch that disables the photocontrol, OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock, OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2 Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary oven"ide switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated withm six hours EXCEPTION 3 Permanently installed luminaires m or around swimmmg pool, water features, or other location subject to Article 680 of the California Electnc Code need not be high efficacy luminaires §l50(k)14 Internally illuminated address signs shall comply with Section 148, OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d) §150(k)15 Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147 Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131,134. and 146 §l50(k)16 Permanently installed lighting in the enclosed, non-dwelling spaces of low-nse residential buildings with four or more dwelling units shall be high efficacy luminaires EXCEPTION Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of g119 Tne CITV OF SAN DIEGO Development Services Department Inspection Services Division 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 • (858) 492-5070 Call (858) 581-7111 for Inspection Page Circuit Card (Primary) 1 of THIS CARD MUST BE FILLED OUT ANO AVAILABLE OM THE JOB SITE FOR THE ROUGH INSPECTION. USE 'SUPPLEMENTAL* CIRCUIT CARD(S) FOR MORE THAN EIGHT (8) GENERAL USE CIRCUITS TOTAL - SEE REVERSE SIDE PERMIT/APPROVAL NO PLAN FIL&PROJECT NO JOB ADDRESS (Print Number Street Name Unit No ) Fill in applicable Jtems below Use remarks as necessary to descnbe work CIRCUIT NO i CIRCUIT NO 2 BrcakeitSize '5 A Wire Size 14 G BfesKer Size 20 A Wife See 12 G ROOMS T c W R S -ROOMS T C w R S Bedroom 4. 1 2 2 ® Hall 2 1 1 Kitchen 1 BMroom »2 1 4 1 Oifiitig Room 1 Bedf oofti tf3 ® ® Breakfast Nook 1 Garage 1 ) 1 SERVICE (Mam) FEEDER #1 (Subpanei) FEEDER #2 (Subpanei) 1 ' Name of each Room wheie cfewces are located 2 List old and new devices on same circuit marking old devices thus ' 3 Use circuit spaces below for general tight and small appliance circuils only 4 San Diego Electncal Policy hmits currenl consuming devices to a maximum of 15 per general use circuit and 4 per small appliance (20 amp ) circuit 5 A!j cjrcuit tireakers to be permanently labeled at a)) service and feeder panel dead fronts T = Device Tail C = Ceilmg Light W = Wall Bracket Ligtit R = Convenience Receptacle S = Switch (Use actual numbers 1,2,3 to identify amounts of each device type) CIRCUIT NO 1 CIRCUIT NO 2- Breaker Size A Wire Size jlf^ Breaker Size )^ A Wire Size 'ROOMS T C w R S •ROOMS T C w R s / LAijAypj^y. ; 2- i^Aico/uy Z / CIRCUIT HO 3 CIRCUIT NO If Breaker Size A v^/ire Size /V G Breaker Size / ^ A Wire Size /I/ G ROOMS T c w R S •ROOMS T c w R S t hn.RAflt 5 •2. 2-Z 1 / CIRCUIT NO ^ CIRCUIT NO ^ Breaker Size A V\/ire Size / t/ G Breaker Size \^ A VJireSizie 7 G •ROOMS T C R s -ROOMS J T c w R s 1 7 I / 3 1 Arf)0 / / / f/>yeBi Mic Xl / k-5 CIRCUIT NO / CIRCUIT NO S BreakB/ Size /*j A Wire S>2B } C Breaker Size /^ A Wire Size ROOMS T C W R S ROOMS T c w R S 1 1 / 3 z. \ \ / 4 i 'P COOKTOP DISHWASHER DISPOSAL MICROWAVE OVEN RANGE DRYER LAUNDRY A/C HEATING NAME PLATE AMPS-KW )25A WIRE SIZE AL cu IZ 0 IH ll- 12. BREAKER SIZE (AMPS) 2^ 75* IS so IS LO REMARKS Compuied Load AMPS AFCI Protected Circuits (list locations) P£j£^ Aj£*C^ GFCI Protected Circuits (lisl locations) f^f^^ AJ£. (L^ Service Bond/Gfound information (a) [R'Newt/) OR • Existing (/) (b) Bond/Ground Wire(s) Sizeis) Type (/) • AL OR 06^CU (c) Location of Cold Water Bond Clamp t/^frL^^ (d) Location of Ground Clamp ^../^^ 1 certify that the above information is accurate and complete ' and tfiat ad terminations are properly torqued Company Name (Print) P^Of/C kJ) P£, C- Electncian/Owner Name(Print) (^j/^ — Electncian/Owner Signature - California Electncian Certification Number . Date ///y//. ^ This inrormalion is availaple in allernaiive lormats upon requesi 33 177^3 iReu 103) THE CITV OF SAM C>IE:<3O Development Services Deparlmenl Inspection Sen'jces Division 9601 Ridgehaven Court Suite 220 San Diego CA 92123 • (858) 492-5070 Cad (858) 581-7111 for Inspection Page Circuit Card (Supplemental) 2 of Z m% CARD MUST BE FILLED OUT ANO AVAILABLE ON THE JOB SITE FOR ME ROUGH INSPECTION. THE USE OF THIS ^SUPPLEMENTAL* CIRCUIT ARD REQUIRES THE USE OF THE •PRIMARY' CIRCUIT CARD AS PAGE \ CIRCUIT NO CIRCUIT NO m% CARD MUST BE FILLED OUT ANO AVAILABLE ON THE JOB SITE FOR ME ROUGH INSPECTION. THE USE OF THIS ^SUPPLEMENTAL* CIRCUIT ARD REQUIRES THE USE OF THE •PRIMARY' CIRCUIT CARD AS PAGE \ Bteaker Size A Wire Size G Breaker Size A Wire Size G m% CARD MUST BE FILLED OUT ANO AVAILABLE ON THE JOB SITE FOR ME ROUGH INSPECTION. THE USE OF THIS ^SUPPLEMENTAL* CIRCUIT ARD REQUIRES THE USE OF THE •PRIMARY' CIRCUIT CARD AS PAGE \ •ROOMS T C w R S ROOMS T C w R S ERMIT/APPROVAL NO PLAN FiLE/PROJECT NO •ROOMS T C w R S ROOMS T C w R S ERMIT/APPROVAL NO PLAN FiLE/PROJECT NO ERMIT/APPROVAL NO PLAN FiLE/PROJECT NO OB ADDRESS (Pnnt Number Street Name Unit No) /J77 mA&i.)GUl/°( OB ADDRESS (Pnnt Number Street Name Unit No) /J77 mA&i.)GUl/°( OB ADDRESS (Pnnt Number Street Name Unit No) /J77 mA&i.)GUl/°( CIRCUIT NO ^ CIRCUIT NO CiRCU /r N 0 CIRCU IT NO .leaker Size A Wire Size JY G Breaker Siz& Z-O ^ Wife Size Breaker Size A Wire Size G Breaker Size A Wire Size G ROOMS T c W R S ROOMS T C R S ROOMS T C w R S ROOMS T C w R S 3 / 2- ciRcun" NO y / CIRCUIT m 1 CIRCUIT NO CIRCUIT NO JreskerSize Wire Size 1 2- G Breakei Size 1,0 A Wire Size / G Breaker Size A Wire Size G Breaker Size A Wire Size G ROOtidS T c w R S •ROOMS T C w R S ROOMS T c w R s •ROOMS T c w R S i CIRCUIT NO /y^ CIRCUIT NO CIRCU T N CIRCU T N{ Breaker Size / 2 A Wire Size BfeaKei- Size A Wll ?Size G Brearei Size A Wire Size G B-eakei Size A Wire Size G ROOMS T c VJ ft ROOWS T C w R S ROOMS T c w R s •ROOMS T c w R S \ SA7V ? Z. / CIRCUIT WO CfRCUIT NO CIRCU IT N 0 CIRCU TN BmaXes Size A W/re Size G Breaker Size A Wir &Siz e G Breaker Size A Wire Size G Breaser Size A Wire Size G ROOMS T c w R s •ROOMS T c w R s ROOMS T c w R s ROOMS T c w R S CIRCUIT NO CIRCUIT NO CIRCUIT NG CIRCU T NC Breaker Sue A Wire Size G Breaker Size A Wire Size G Breaker Size A Wire Size G Breaker Size A Wire Size G ROOMS T c w R s •ROOMS T c w R S •ROOMS T c w R s •ROOMS T C w R s CIRCUIT NO CIRCUIT NO Breaker Size A Wire Size G SreaicerSfze A Wire Si2e G I certify that the above information is accurate and complete and thai alJ terminations are properly torqued ROOMS T c w R s ROOMS T c w R s I certify that the above information is accurate and complete and thai alJ terminations are properly torqued Company Name (Prin!) rf\Lif]c WIDE mihBC^e^ Company Name (Prin!) fcfectncian/uwner Name (Print) Electncian/Owner Signature California Electrician Certific Electncian/Owner Signature California Electrician Certific ^ •• I) atlon Number Date ^ CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Department 1635 Faraday Avenue 76a602-2719 www carlsbadca gov Project Address: 1^7? M^'^^^'^ Pemirt No.: I 0^^^"^^ Information prouided below refen to worb being done on the above mentioned permrt only This form must be completed ond returned fo fhe Building Department before the permit can be issued. Building Dept Fax- (760) 602-8558 Number of new or relocated fixtures, traps, or floor drams New building sewer line? Ves ^ No Number of new roof drains? ^ Install/alter water line' Y^^ - 1, Number of new water heaters? ±??.'f=^lf ^ Number of new, relocated or replaced gas outlets' ^ Number of new hose bibs? ^ Upgrade listing paneP Ves No ^ From ^Amps to Ampi Number of new paneh or subpanels? ^ Single Phase Number of new amperes Three Phase Number of new amperes Three Phase 480 Number of new amperes Remodel (relocate existing outlets/switches or add outlets/switches)' Ves No Number of new fumaces, A/C or heat pumps? New or relocated duct worfe' Ves ^ No Number of new fireplaces? Number of new exhaust fans' 3^ Relocate/install vent? Number of new exhaust hoods? L Number of new boilers or compressors? Number of HP ^ B-18 Page 1 of 1 Rev 03/09 Develooment Services CITY OF CERTIFICATION OF Develooment Services CITY OF SCHOOL FEES PAID Building Department 1635 Faraday Avenue CARLSBAD B-34 760-602-2719 www carlsbadca gov This foiTTi must be completed by the City, the applicant, and the appropnate school distncts and returned to the City pnor to issuing a building penTiit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential in New Dwelling/s Second Dwelling Unit Residential Additions Commercial/industnal New Pointe Home Proiect ID CT/MS CBI20646 1377 MAGNOLIA AV 205-280-82-00 NEW POINTE INVESTMENT 22. LLC NEW SINGLE FAMILY DWELLING 1 NEW DWELLING UNIT(S) 2,948 Square Feet of Living Area Square Feet of Living Area in SDU Net Square Feet New Area Net Square Feet New Area City Certification Applicant Infonnation Date ^1^1 I SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carisbad CA 92009 (760-331-5000) • Vista Unified School District 1234 Arcadia Dnve Vista CA 92083 (760-726-2170) 1 1 San IWIarcos Unified School Distiict 255 Pio PICO Ave Ste 100 San Marcos, CA 92069 (760-290-2649) Contact Nancy Dolce (By Appt Only) r~l Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 X1166) San Dieguito Union High School Distaict-By Appointment Only 710 Enanitas Btvd Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owmers The person executing this declaration ('Owner') certifies under penalty of perjury that (1) the information provided above ts correct and tme 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 permrt is issued or if the initial detennination of units or square Signature Date B-34 Page 1 of 2 Rev 03/09 footage is found to be incon-ect, and that (2) the Owner is the owner/devetoper of the above descnbed project(s), or that the person executing this declaration is authorized to sign on tiehalf of the Owner SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THATTHE SCHOOL DISTRICT REQUIREMENTS FORTHE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authonzed 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 Distnct The City may issue building pemiits for this project SIGNATURE OF AUTHORIZED SCHOOL . * /• A DISTRICT OFFICIAL jj^QCWV V^IUAJ^ iof) CAnLGDAD UNinCD SCHOOL DISTRICT NAME OF SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 DATE , ^ ^ PHONE NUMBER B-34 Page 2 of 2 Rev 03/09 CB120646 1377 MAGNOLIA AV MAGNOLIA SPEC HOME- 2948 SF 904 SF GAR 293 SF BALCONY 87 SF PATIO rOVFR 10 -fe ider ^\>^li^ & ft- • cv Approved Forms/Fees Reed Due? Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFO r LandUse S u Oensity ImpArea FV Annex. Faaor PFF Commwits Date Date Date Date SujWtrig Planning Engineering Fire Need? Q Done • Done • Done • Done • Done 5W Issued 08-14-2012 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No PCR12059 Building Inspection Request Line (760) 602-2725 Job Address 1377 MAGNOLIA AV CBAD PermitType PCR Parcel No 2052808200 Lot # Valuation $0 00 Construction Type Reference* CDP12003 PC# CB120646 Project Title MAGNOLIA SPEC HOME- REVISE TRUSS MANUFACTURER 0 NEW Status Applied Entered By Plan Approved Issued Inspect Area ISSUED 06/25/2012 RMA 08/14/2012 08/14/2012 Applicant TYLER SANDSTROM STE 230 16880 W BERNARDO DR SAN DIEGO CA 92127 858 254-9911 Owner TYLER SANDSTROM STE 230 16880 W BERNARDO DR SAN DIEGO CA 92127 858 254-9911 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $145 00 $0 00 $0 00 Total Fees $145 00 Total Payments To Date $145 00 BalanceDue $0 00 Inspector FINAL APPROVAL Date Clearance NOTICE Please lake NOTICE that approval ol your project includes the "Imposition" of fees, dedications, reservations or other exactions hereafter collectively refen'ed lo as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these lees/exaciions if you protest them, you must (oilow the prolesl procedures set lorth in Govemment Code Section 66020(a), and lile the protest and any other required information with Uie Cily Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow lhal procedure will bar any subsequent legal action to attack, leview, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your nghl to prolesl Uie specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor pianning zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been given a NOTICE similar lo ttiis. or as to wtiicti the statute of limitations has Dreviousiv otheiwise expired ^ CITY 01^ CARLSBAD PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www carlsbadca gov Plan Check Revision No \ r>/\ [A [)^^ Origin;:il Plan Check No Project Address. -B=h^ 1377 /(/e/-.t/e Date /^/Z^/l^ ContactTy/ty- ro^si-ro^ Ph 7^1911 Fax Email Contact Address •'f-^^fO Q^no/^-Qr- rkrh-^o City SD Zip 92']^? General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 Elements revised ^L-St^ ^Calculations • Soils • Energy • Other 2 Describe revisions in detail 3 List page(s) w/here each revision is shovi/n 4 List revised sheets tfiat replace existing sheets 5 Does this revision, in any way, alter the exterior of the project? Q Yes 6 Does this revision add ANY new floor area(s)7 • Yes O No T Does this revision affect any fire related issues"? O Yes O No 8 Is this a complete set? O Yes [J No -gfS ignature. • No 1635 Faraday Avenue, Carlsbad, CA 92008 Phone 760-602-2717/2718/2719 www carlsbadca gov Fax 760-602-8558 EsGil Corporation In ^Partnership with government for (BuiCcftng Safety DATE JUNE 27, 2012 •AEEUCANT ifLJURiS^ JURISDICTION CARLSBAD • PLAN REVIEWER • FILE PLAN CHECK NO 12-646 (REV. # 1) - NEW PCR # 12-059 SET I PROJECT ADDRESS 1377 MAGNOLIA AVENUE PROJECT NAME SFR FOR NEW POINTE COMMUNITIES INC. Xl The plans transmitted herew/ith have been corrected where necessary and substantially comply with the jurisdiction's building codes I I The plans transmitted herewith will substantially comply with the junsdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted fora complete recheck I I The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck I I The applicant's copy of the check list is enclosed for the junsdiction to forward to the applicant contact person I I The applicant's copy of the check list has been sent to lxl EsGil Corporation staff did not advise the applicant that the plan check has been completed I I EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted- Telephone # Date contacted (by ) Email Fax # Wlail Telephone Fax In Person 3 REMARKS Change of truss manufacturer is under this plan change By ALI SADRE Enclosures EsGil Corporation • GA • EJ • PC 6/24 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOTPAY' THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE PLAN CHECK NO 12-646 (REV. # 1) JURISDICTION CARLSBAD NEW PCR # 12-059 PREPARED BY ALI SADRE DATE JUNE 27, 2012 BUILDING ADDRESS 1377 MAGNOLIA AVENUE BUILDING OCCUPANCY R3/U TYPE OF CONSTRUCTION V-B/SPR. BUILDING PORTION AREA (Sq Ft) Valuation Multiplier Reg Mod VALUE ($) PLAN REVISIONS Air Conditioning Fire Spnnklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review r~] Repetitive Fee Repeats • Complete Review • Other [7] Hourly EsGil Fee $145 00 • Structural Only 1 $116 00 Hr. $116 00 Based on hourly rate Comments Sheet 1 of 1 macvalue doc + Select CONSTRUCIJON S£R¥CCES BMC 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760)347-0202 ore «^r.ct document.t^CtoproJ^v«= pr^por^ bylrinovotlv^^^^ E.,^«dn. inc OSE) Th.ch«kv-^3p=nV.ii«lfor6finfl^l«rrf«r^an«toth«d..^ l^tLcturalco^ VLun, alt ^uar^.^ cn4 ^Im^^^on^ ..l^c^ng febncntcr. pr.^.e- ard ,u.. crfcor.at!ctto\c«.rJ:r^th^rv^v^ ^. eaf« ard en^.faC^y :n:^rj^. The etoicUirrl lrrtc,rtt;y cf it*r. .^o^ in th«.e ^>awingy c« the eo-c-TO^-^itif cTiM^o coRtrartor'o crglne^r. not; ISE WGlMEEKii^C?. INC. (ISE) BMC BY APPRC PPROVEU Newpointe Communities /1377 Magnolia 6-14-2012 JUN 2 5 2012 ''Cuy OF CARLSBAD SUILDING DIVISION AUG 14 2312 City of CARLSBAD i^ DPOy BUILDINb Re 1377_MAGNOLIA_AVE SAN MARCOS/1377 MAGNOLIA MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citms Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawmg(s) referenced below have been prepared by MiTek Industnes, Inc under my direct supervision based on the parameters provided by BMC-Indio, CA Pages or sheets covered by this seal R34684706 thru R34684749 My license renewal date for the state of California is December 31,2013 Lumber design values are in accordance with ANSI/TPI1 secnon 6 3 These truss designs rely on lumber values established by others June 14,2012 Ong, Choo Soon The seal on these drawings mdicate acceptance of professional engmeenng responsibility solely for the truss components shown The suitability and use ofthis component for any particular building is the responsibility ofthe building designer, per ANSI/TPI 1 Q < * Roof Layout E 3 o O O UJ O Q- UJ 5 CO o CQ U Ql 0 c Cfl 0) Q CM O eg CD QJ ra Q < _i O 12 (3 < CO o Q. c 0) O o O tfl tfl L- T3 <C. O CN < in _ g Q a < ca CO _i cc < a o CM ro ro CO CO This IS a truss placement diagram only. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer See individual design sheets for each truss design identified on the placement drawing The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure The design of the truss support structure including headers, beams, walls, and columns is the responsibility ofthe building designer For general guidance regardmg bracing, consult "Bracmg of Wood Trusses" available from the Truss Plate Institute ,--Job 1Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA 4 1377_MAGN0L1A_AVE 'AOI GABLE 1 1 Job Reference Inntinnall R34684706 BMC Indio CA-92203 -1-6-0. _13-0-0 _ 4 10-J QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEV^ THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2 7 250 s Aug 25 2011 MiTek Indusfries Inc Wed Jun 13 14 39 11 2C12 Pagel ID 8JJ4TURZgwZkwcAyyN3Yeiz6zhu 98lle7_MKwNubOcHGmLVYdXoF9xlaM1Qz6yeie26el_ 28-0-0 „ I 27^:0 , 13-0-0 1 S-0 19 47 IS 48 17 49 16 50 15 51 a fi-fi 1.1 n 17 10-t • •—1 piaifi nffspi<! rx Yl fi7 n-1-1? n-1-Ri r?i n-3-n n-3-ni LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 23 Vert(LL) -0 05 2-26 >999 360 MT20 220/195 TCDL 14 0 Lumber increase 1 25 ec 0 48 Verl(TL) -0 10 2-26 >998 240 BCLL 0 0 * Rep Stress Incr NO WB 0 25 Horz(Tl.) 0 02 24 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 (Matnx) Wind(LL) 0 02 26 >999 240 Weight 151 Ib FT = 20% LUMBER TOP CHORD 2X4 DF No l&BtrG'Except* 3-7 7-11 2 X 6 DF No 2 G BOT CHORD 2X4DFNo1SBtrG WEBS 2 X 4 DF Stud G OTHERS 2X4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be mstalled dunng truss erection in accordance with Stabilizer Installation guide REACTIONS AH beanngs 18-0-0 except (jt=Iength) 2=1-0-0 (lb) - MaxHorz2=-55(LC15) Max Uphft AN uplift 100 lb or less at joinl(s) 16, 17 18 19 22 except 2=-245(LC 9) 15=-146(LC 36) 24=-200(LC 24) 12=-368{LC 16) Max Grav All reactions 250 lb or less at joint(s) 24 except 2=824(LC 8), 25=854(LC 24) 21=331(LC 43) 14=494(LC 36) 15=253(LC49) 16=289(LC 48), 17=389(LC47) 18=282(LC 46), 19=282(LC 45) 20=376(LC 44), 23=299(LC 41) 22=341{LC 42), 12=540(LC 20) FORCES (tb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=-1562/759 3-4=-1285/472 4-5=-629/796 5-6=-317/535 8-9=-300/514, 9-10=-607/820 lO-11=-771/994, 11-12-938/1132 BOTCHORD 2-39=-711/1435, 26-39=-413/1265 26-40-380/1104 25-40=-216/e62 25-41 =-536/360 24 41=-492/316 24-42=-439/273 23-42=-400/224 23-43-350/174 22-43=-290/125 22-44—252/69 20-46=-256/81, 19-46—307/131 19-47=-317/141, 18-47=-406/230 18-48=-455/279 17-48-504/328 17-49=-514/338 16-49=-602/426, 16-50=-651/475 15-50=-690/514 15-51-749/573 14-51=-798/622 14-52=-945/769 12-52-1063/917 WEBS 5-25=-371/53, 4-26=0/438 4-25=-844/0 10-14=-291/41 9-17=-Z82/64 NOTES 1) Unbalanced roof live loads have been considered forthis design 2) Wind ASCE 7-05 85mph, TCDL-8 4psf BCDL=6 Opsf, h=25ft Cat II Exp C enclosed, MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable or consult qualified building designer as per ANSI/TP11-2002 4) All plates are 1 5x4 MT20 unless othenA/ise indicated 5) Gable studs spaced at 1-4-0 oc 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit belween the bottom chord and any other members 8) A plate rating reduction of 20% has been applied for the green lumber members 9) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 10) Load ca5e(s) 1 2 3 4 5, 6 7 8 9 10 11 12,13,14 15 16 17 18 19,20 21,22 23 24 25 26,27,28,29 30 31 32 33 34 35, 36,37 38 39 40,41,42,43 44 45 46 47 48, 49, 50, 51 has/have been modified Building designer must review loads to venfy that they are correct for lhe mtended use of this truss 11) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mtd panels and at all panel ConlRfllBtf iS'fl9a^S^°''°^ Chord, nonconcurrent with any other live loads 14,2012 ^WAJmm Verify di^t'inparnfnf^i-rarmdRmumTr^imm!S Am imtmEDmrVJ! BEFORE USF Design vahd (or use only wilh MiTek conreclors This design is based only upon poiamelers shown and is for cjn irdividuol budding component Applicability of design parameters and proper incorporation ol component is responsibility of building designer not truss designer Bracing sliown 15 lor loteral support ot individual web members ont/ Addilional temporary bracing to insure slobility dunng conslruclion is Ihe responsibillity of the erector Addilional permanent bracing ot lhe overoll siruclure is the responsibility of the building designer For general guidonce regarding labricalion quality control storage deliver/ erection and bracing consult AMSI/IPIl Qualily Criletia DSB 89 ond BCSI Building ComponenI Solely Informalion available from Truss Plate Institute 731 N Lee Streel Suite 312, Alexondria VA 22314 <f Scjttjerti Pine jhPor SPpii's^bef is speiafieA'te dia jiflii values are ttiose et^selrvB 0CT/?St2 by ALSC cr i 7777 GreenBack Lane Suite 109 CilriJS HergWs CA 95610 Job iTruss Truss Type GABLE Qty Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGN0L1A_AVE Uoi Truss Type GABLE 1 1 Job RHferfincH loot ion all R34684706 BMC Indio CA-92203 NOTES 7 250 s Aug 252011 MiTek Industries Inc Wed Jun 13 14 39 12 2012 Page2 ID8JJ4TURZgwZkwcAyyN3Y8iz6zhu-dKJGrT-'_5EVIDYBTqTsk5r4z^ZHGJpGaCmiBD5z6eHz 12) This truss has been designed fora total drag load of 1914 Ib Lumber D0L=(1 33f Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-0-0 for 73 6 plf 13) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back(B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-68 5-7=-68 7-13=-63 12-25-20 Trapezoidal Loads (plf) Vert 2=-68-to-5-86{F=-18) 2=-36{F=-16)-tO-25=-54(F=-34) 2) IBC BC Live Lumber )ncrease=1 25 Plate lncrease=l 25 Uniform Loads (plf) Vert 1-2-28 5-7=-28 7-13=-28 12-25=-40 Trapezoidal Loads (plf) Vert 2=-2S-to-5-46(F-18), 2=-56(F=-16)-to-25=-74(F^34) 3) MWFRS Wind Left Lumber lncrease=1 00, Plate lncrease=1 00 Uniform Loads (plf) Verl 1-2=24 5-7=9 7-12=2, 12-13=-3 12-25=-12 Horz 1-2-41 2-7=-26 7-12=19 12-13=14 Trapezoidal Loads (plf) Verl 2=9-to-5=-9(F=-18) 2=-28(F=-16)-to-25=-46(F-34) 4) MWFRS Wind Right Lumber lncrease=1 00 Plate lncrease=1 00 Uniform Loads (plf) Vert 1-2=-3, 5-7=2 7-12=9 12-13=24, 12-25=-12 Horz 1-2=-14 2-7=-19, 7-12=26, 12-13=41 Trapezoidal Loads (plf) Verl 2=2-to-5=-16(F=-18) 2=-28(F-16)-to-25-46(F=-34) 5) MWFRS 1st Wind Parallel Lumber lncrease=1 00 Plate lncrease=1 00 Uniform Loads (plf) Vert 1-2=24 5-7=9,7-12-0,12-13^6,12-25^2 Horz 1-2=-41 2-7=-26 7-12=16 12-13=11 Trapezoidal Loads (plf) Vert 2=9-to-5=-9(F=-18) 2=-28(F=-16)-to-25=^6(F=-34) 6} MWFRS 2nd Wind Parallel Lumber lncrease=1 00 Plate lncrease=1 00 Uniform Loads (plf) Vert 1-2=-6 5-7=-0 7-12=9,12-13=24 12-25-12 Horz 1-2-11, 2-7=-16 7-12=26 12-13=41 Trapezoidal Loads (plf) Vert 2=-0-to-5=-19(F=-ia), 2=-28(F=-16)-to-25=-46(F=-34) 7) Regular-Drag LC#1 Left Lumber lncrease=1 33, Plate tncrease=1 33 Uniform Loads (plf) Ven 1-2=-68 5-7=-43 7-10=-93 10-11=-89 11-12-93, 12-13=-68 12-25=-20 Horz 2-3=213,3-4=248,4-7=221 7-10=221 10-11=256,11-12=213 Drag 2-12-74 Trapezoidal Loads (plf) Verl 2-43-to-3=-47(F=-5) 3=-51(F=-5)-to-4=-56(F=-10), 4=-54(F=-10)-to-5=-62(F=-18) 2=-36(F=-16)-to-25=-54(F=-34) 8) Regular-Drag LC#1 Right Lumber Increa5e=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=-68 5-7=-93 7-io=-43, 10-11=-47 11-12=-43 12-13=-6S 12-25=-20 Horz 2-3=^213 3-4=-248, 4-7=-221, 7-10=-221 10-11=-256 11-12=-213 Drag 2-12-74 Trapezoidal Loads (plf) Vert 2=-93-tO-3=-98(F=-5), 3-94{F=-5)-to-4^100(F=-10) 4=-103(F=-10)-to-5-111(F-18) 2=-36(F=-16)-tO-25=-54(F=-34) 9) MWFRS VWnd Left-Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1 2=24 5-7=34 7-10=-22 10-11=-19 11-12=.23 12-13=-3 12-25-12 Horz 1-2=-41 2-3^187 3-4=222,4-7=195 7-10=240,10-11=275 11-12=233 12-13=14 Drag 2-12=-74 Trapezoidal Loads (plf) Vert 2=34-to-3=30(F=-5) 3=26(F=-5)-to-4=21(F=-10), 4=23(F—10)-to-5=15(F=-18) 2=-28(F=-16)-to-25=-46(F=-34) 10) MWFRS Wnd Left-Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=1 33 Unifonn Loads (plf) Verl 1-2=24 5-7=-15 7-10=27 10-11=24 11-12=28 12-13=-3, 12-25-12 Horz 1-2=-41 2-3=-239 3-4-274 4-7=-247 7-10=-202 10-11=-236 11-12=-194 12-13=14 Drag 2-12=74 Trapezoidal Loads (plf) Vert 2=-16-tO-3=-21(F=-5), 3=-17(F=-5)-to-4-23(F=-10) 4=-26(F=-10)-tO-5=-34(F=-18), 2-28(F-16)-to-25=-46(F=-34) 11) MWFRS Wind Right-Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=1 33 Continued on page 3 j^WARNim Vr,,fiidi-)iitnparant>^ei-^andRPJmmTmOHT}mAmU^UmEDm}Tm(R€FrM}-M- M/S BBFORBUhE Design valid for use only with MiTek connectors Ihis design is based only upon parameters shown and is for on individual building component Applicability of design parameters ond proper incorporalion ol component is responsibility of budding designer nol truss designer Bracing shown 15 lor lateral support ol individual web members only Additional temporary bracing lo insure stobilily durng construction is the responsibillily of the erector Additional permanent bracing of the overall siruclure is the responsibilily of the building designer For general guidance regarding fabrication quo lily control storage delivery erection ond brocing consult ANSI/TPH Qualily Crlleria DSB 89 and BCSI Building Component Solely Infoimation available from Truss Plate Institute 731 N Lee Streel Suite3i2 Alexandria VA22314 I Pine jbPor Ijntfieris Epsalied, thedeeisiaii^asare ilwse elecwe iSMifeHli?y ALSC arprogaseda? 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job iTnjss Truss Type Oty Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGNOLIA_AVE 'AOI GABLE 1 1 Job Reference loon ona 11 R34684706 BMC IndiO CA-92203 7 250 s Aug252011 MiTek Industries Inc Wad Jun 13 14 39 12 2012 Page3 ID 8JJ4TUR2gwZkwcAyyN3Y8iz6zhu-dKJGrT''_5EVIDYBTqTsk5r4z'JZHGJpGaCmiBD5z6eHz LOADCASE(S) Standard Uniform Loads (plf) Vert 1-2=-3, 5-7=27, 7-10=-15 10-11=-12 11-12=-16 12-13=24 12-25-12 Horz 1-2=-14 2-3=194 3 4=229 4-7=202 7-10=247 10-11=282,11-12=239,12-13=41 Drag 2-12-74 Trapezoidal Loads (plf) Vert 2=28-to-3=23(F=-5) 3=20(F=-5)-tO-4=14(F=-10) 4=17(F=-10)-to-5=9(F-18), 2=-28(F=-16)-tO-25=-46(F=-34) 12) IfiVJFRS Wind Right-Drag LC#1 Right Lumber lncrease=1 33, Plate !ncrease=1 33 Uniform Loads (plf) Vert 1-2=-3 5-7=-22 7-10=34 10-11=30 11-12=34 12-13=24, 12-25=-12 Horz 1-2=-14 2-3=-233 3-4=-267 4-7^240 7-10=-195 10-11=-230 11-12=-187, 12-13=41 Drag 2-12=74 Trapezoidal Loads (plf) Vert 2=-23-to-3-27(F-5), 3=-24(F=-5)-to-4=-30(F=-10) 4=-32(F=-10)-tO-5=-40{F=-18), 2=-28(F=-16)-to-25-46(F=-34) 13) MWFRS 1st mna Parallel-Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=24 5-7=34 7-10=-25 10-11^-22 11-12-26 12-13=-6 12-25=-12 Horz 1-2=-41, 2-3=187, 3-4=222 4-7=195 7-10=237 10-11=272 11-12=230 12-13=11 Drag 2-12=-74 Trapezoidal Loads (piO Vert 2=34-to-3=30(F-5) 3=26(F=-5)-to-4=21(F=-10) 4=23(F=-10)-tO-5=15(F=-18) 2=-28(F=-16)-to-25=-46(F=-34) 14) MWFRS 1st Wnd Parallel-Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=24 5-7=-15 7-10=24 10-11=21 11-12=25 12-13=-6 12-25-12 Horz 1-2=-41 2-3=-239 3-4-274, 4-7=-247 7-10=-204, 10-11=-239 11.12=-197 12-13=11 Drag 2-12=74 Trapezoidal Loads (plf) Vert 2=-16-to-3-21(F=-5) 3=-17(F=-5)-to-4=-23(F=-10), 4=-26(F=-10)-to-5=-34(F=-ie) 2=-28(F=-16)-to-25=-46(F=-34) 15) MWFRS 2nd Wmd Parallel-Drag LC#1 Lefl Lumber lncrease=1 33, Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=-6, 5-7=24, 7-10=-15, 10-11=-12 1M2=-16 12-13=24 12-25=-12 Horz 1-2=-11 2-3=197 3-4=232,4-7=204 7-10=247 10-11=282 11-12=239 12-13=41 Drag 2-12=-74 Trapezoidal Loads (pif) Vert 2=25-ta-3=20(F-5), 3=17(F=-5)-to-4=11(F=-10), 4=14(F=-10).to-5=6(F=-18) 2=-28(F=-16)-tO-25=-46(F=-34) 16) MWFRS 2nd Wind Parallel-Drag LC#1 Right Lumber lncrease=1 33, Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=.6 5-7=-25 7-10=34 10-11=30 11-12=34 12-13=24 12-25=-12 Horz 1-2^11 2-3-230, 3-4-264, 4-7=-237,7-10=-195, 10-11=-230, 11-12=-187 12-13=41 Drag 2-12=74 Trapezoidal Loads (plf) Vert 2=-26-tO-3=-30(F=-5) 3=-27(F=-5)-to-4-32(F=-10) 4-35(F=-10)-to-5=-43(F=-18), 2=-28(F=-16)-tO-25=-46(F=-34) 17) 1st unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-68, 5-7=-68, 7-13=-23 12-25=-20 Trapezoidal Loads (plf) Vert 2=-68-to-5=-86(F=-18) 2=-36(F=-16)-to-25=-54(F-34) 18) 2nd unbalanced Regular Lumber lncrease=1 25 Plate !ncrease=1 25 Uniform Loads (plf) Vert 1-2=-28, 5-7=-28, 7-13=-68, 12-25=-2D Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F-18), 2=-36(F=-16)-to-25=-54(F=-34) 19) 3rd unbalanced Regular-Drag LC#1 Left Lumber lricrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=-68 5-7=-43 7-10=-53 10-11=-49 11-12=-53 12-13=-28 12-25=-2G Horz 2-3=213,3-4=248 4-7=221 7-10=221 10-11=256 11-12=213 Drag 2-12=-74 Trapezoidal Loads (plf) Vert 2=-43-tO-3=-47(F=-5) 3-51(F-5)-ti>4-56(F=-10) 4-54(F-10)-to-5-62(F-18) 2=-36(F=-16)-to.25=-54(F=-34) 20) 4th unbalanced Regular-Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=1 33 Unifomi Loads (plf) Vert 1-2=-28 5-7=-3 7-10=-93 10-11=-89 11-12=-93 12-13=-68 12-25-20 Horz 2-3=213 3-4=248 4-7=221 7-10=221 10-11=256 11-12=213 Drag 2-12=-74 Trapezoidal Loads (plf) Vert 2=-3-to-3=-7(F-5) 3-11(F=-5)-to-4=-16(F=-10), 4=-14(F=-10)-to-5=-22(F=.18), 2=-36(F=-16)-to-25=-54(F=-34) 21) 5th unbalanced Regular-Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=1 33 Continued on page 4 A WARIi!m Vmfy de^-sn param^ers and READ TOrES OM HUS AND fNCl (IDED MTm REFEREM-B PAOE Mil M72 BEFORE USE. Design valid for use only with MiTek connectors This design is based onl/ upon parameters shown and is for an individual building component Applicability ot design parameters and proper incorporation of component is responsibility ol bulldrng designer nol truss designer Bracing shown IS (or lateral support of individual web members only Additionol temporary bracing lo insure stability dunng conslruclion is Ihe responsibillily of the erector Additional permanent bracing of Ihe overall structure is Ifie responsibility of the building designer For general guidance regarding 'abncation gualily control storage delivery erection and bracing consult ANSI/TFII Quality Ciileila DSB flS and BCSI Building Component Safety I niomiollon avaikible from Truss Plate Inslilute 781 N LeeStreet Suite312 Alexandiio V A 22314 If kMiBiern Pme {iPor SPp) IjTibef ts spei:!to3,ttig dej'gii values a;e ttose eltectjve CCltfiiSIZby AL^L er jjropoaed i:^ gRE. 7777 Greenback Lane Ejita 109 Citrus Heights CA 95810 Job Tmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R346847D6 1377_MAGNOUA_AVE A01 GABLE 1 1 Joh Rpfprftnr^H (npfinnall BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 12 2012 Page 4 ID8JJ4TUR2gwZkwcAyyN3Y8iz6zhu-dKJGrT'>^5EV1DYBTqTsk5r4z''ZHGJpGaCmiBD5z6eHz LOADCASE(S) Standard Uniform Loads (plf) Vert 1 2—58,5-7—93 7-10=-3 10-11—7 11-12—3 12-13—28 12-25=-20 Horz 2-3-213,3-4—248 4-7—221 7-10—221,10-11—256,11-12—213 Drag 2-12=74 Trapezoidal Loads (plf) Vert 2=-93-lo-3=-98(F=-5) 3=-94(F=-5)-to-4=-100(F-10), 4=-103(F=-10)-to-5=-111(F=-18) 2=-36(F=-16)-tO-25=-54(F=-34) 22) 6th unbalanced Regular-Drag LC#1 Right Lumber lncrease=1 33, Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2—28 5-7—53 7-10—43 10-11—47 11-12=-43 12-13—68 12-25—20 Horz 2-3—213 3-4=-248 4-7—221 7-10—221 10-11—256 11-12—213 Drag 2-12=74 Trapezoidal Loads (plf) Vert 2-53-to-3=-58(F=-5) 3=-54(F=-5)-to-4^60(F=-10) 4=-63{F=-10)-tO-5=-71 (F=-18), 2-36(F-16)-to-25-54(F=-34) 23) 1st Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) , Vert 1-2-28 5-7=-28 7-13=-28 12-25=-20 Concentrated Loads (Ib) Vert 39=-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F=-18) 2=-36{F=-16)-to-25=-54(F=-34) 24) 2nd Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28 5-7=-28 7-13=-28 12-25=-20 Concentrated Loads (Ib) Vert 40=-255 Trapezoidal Loads (plf) Vert 2=-28-tO-5=-46(F=-18), 2=-36(F=-l6)-to-25=-54(F=-34) 25) 3rd Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-28 5-7=-28 7-13=-28 12-25=-20 Concentrated Loads (Ib) Vert 41 =-255 Trapezoidal Loads (plf) Vert 2=-28-tO-5=-46(F=-18) 2=-36{F=i-16)-to-25=-54(F-34) 26) 4th Moving Load Lumber lncrease=1 25, Plate !ncrease=1 25 Uniform Loads (plf) Vert 1-2=-28 5-7=-28 7-13=-28, 12-25=-20 Concentrated Loads (ib) Vert 42=-255 Trapezoidal Loads (plf) Vert 2=-2a-to-5=-46(F=-18) 2-36(F=:-l6)-to-25=-54(F=-34) 27) 5th Moving Load Lumber lncrease=1 25, Plale lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28 5-7=-28, 7-13=-28 12-S5-20 Concentrated Loads (lb) Vert 43=-255 Trapezoidal Loads (plO Vert 2=-28-tt>.5=-46(F=-18) 2-36(F=:-l 6)-to-25=-54(F=-34) 28) 6th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-28 5-7-28 7-13=-28 12-25=-20 Concentrated Loads (lb) Vert 44-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F=-18) 2=-36(F=:-l6)-to-25=-54(F=-34) 29) 7th Moving Load Lumber lncrease=1 25, Plaie lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28 5-7=-28 7-13=-28 12-35=-20 Concentrated Loads (Ib) Vert 45=-255 Trapezoidal Loads (pIQ Vert 2=-28-to-5—46(F=-18) 2=-36(F^-i6)-to-25—54(F—34) 30) 8th Moving Load Lumber lncrease=1 25 Plate increase=1 25 Uniform Loads (plf) Vert 1-2=-28 5-7=-2a, 7-13=-28 12-25=-20 Concentrated Loads (lb) Vert 46-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F-18) 2=-36(F=;-l6)-to-25=-54(F=-34) 31) 9th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Continued on page 5 4^WmtSm y<-'iJlidir)t^nporamH:>!maridRFJtDmTl>t,ONTfUSAmiNCUmEDmT!lKRFJ-FNE^ Mn BEFORE USK Design valid lor use onl/ with MiTek connectors This design is based onlj' upon parometers shown and is tor on individual buiklmg component Applicabilily ot design parometers and proper incorpotalion ot component is responsibility of building designer - nol truss designer Bracing shown Is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillily of the erector Additional permanent bracing ot the overall structure is the responsibility ol lhe building designer For general guidance regarding lobncotion qualify conlrol storage delivery erection tmO bracing consult ANSI/TPH Qualily Criterta DSB-8V and SCSI Building Component Safely inlomtalion availoble from Truss Plote Institute 781 N Lee Street Suile312 Alexandria V A 22314 if ?!&tithern Pins iPat SPpj !umi?ens ap8etfi&d,ffl§ rSesifjii valtiasaig tliose elective 06.D1 Wl? by ALSC proBassd by Sl'ia. 7777 Greenback Lane Suite 109 Oirus Heights CA 95610 Job Truss Tmss Type Qty Ply SAN MARCOS/1377 MAGNOLIA * 1377_MAGNOLIA_^AVE AOI GABLE 1 1 R34684706 .lob Rfiffirenwt 1 optional) BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc WOd Jun 13 14 39 12 2012 Page 5 ID8JJ4TURZgwZkwcAyyN3Y8iz6zhu-dKJGrT'i'_5EVIDYBTqTsk5r4z'i>ZHGJpGaCmiBD5z6eHz LOADCASE(S) Standard Uniform Loads (plO Vert 1-2=-28 5-7=-28 7-13^-28, 12-25=-20 Concentrated Loads (Ib) Vert 47=-255 Trapezoidal Loads (plf) Vert 2=-28-lo-5=-46(F=-18), 2=-36(F=-16)-to-25=-54{F-34) 32) 10th Moving Load Lumber lncreasa=l 25 Plate I ncrease=1 25 Unifoim Loads (plf) Vert 1-2-28 5-7-28 7-13:=-28 12-25-20 Concentrated Loads (Ib) Vert 48-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F=-18), 2-36(F=-16)-to-25-54(F=-34) 33) 11th Moving Load Lumber Increas6=i 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-28 5-7=-28 7-13:=-28 12-25=-20 Concentrated Loads (Ib) Vert 49=-255 Trapezoidal Loads (ptf) Vert 2-28-to-5=-46(F^18) 2=-36(F=-16)-tO-25=-54(F=-34) 34) 12th Moving Load Lumber lncreasei=i 25 Plate tncrease=1 25 Uniform Loads (plf) Vert 1-2—28 5-7-28 7-13:=-28. 12-25=-20 Concentrated Loads (Ib) Vert 50-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F-18) 2=-36(F-16)-to-25^54(F=-34) 35) 13!f) Moving Load Lumber lr)crease=i 25 Plate /ncrease=1 25 Uniform Loads (plf) Vert 1-2-23 5-7=-28 7-13^28 12-25=-20 Concentrated Loads (Ib) Vert 51-255 Trapezoidal Loads (plf) Vert 2=-28-to5=-46(F=-18), 2=-36(F=-16)-to-25-54(F=-34) 36) 14th Moving Load Lumber lncrease=i 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28 5-7=-28 7-13=.28 12-25-20 Concentrated Loads (Ib) Vert 52-255 Trapezoidal Loads (plf) Vert 2-28-to-5=-46(F=-18) 2=-36(F=-16)-tO-25=-54(F-34) 37) 15th Moving Load Lumber lncrease=i 25 Plate lncrease=1 25 Uniform Loads (plO Vert 1-2-28 5-7—28 7-13=-26 12-25^20 Concentrated Loads (lb) Vert 2=-255 Trapezoidal Loads (plf) Vert 2-28-to-5=-46(F^18) 2=-36(F=-16)-tO-25=-54(F=-34) 38) 16th Moving Load Lumber lncreas^=l 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28, 5-7=-28 7-13=-28 12-25-20 Concentrated Loads (Ib) Vert 26=-255 Trapezoidal Loads (plO Verl 2=-28-to-5=-46(F=-18) 2-36(F-16)-to-25^54(F=-34) 39) 17th Moving Load Lumber lncrease=i 25 Plate lna-ease=1 25 Uniform Loads (pH) Vert 1-2—28 5-7—28 7-13=-28 12-25—20 Concentrated Loads (lb) Vert 25=-255 Trapezoidal Loads (pIO Vert 2=-28-tO-5=-46{F=-18), 2—36(F=-16}-to-25-54(F=-34) 40) 18th Moving Load Lumber lncrease=l 25 Plate Increase=1 25 Uniform Loads (plf) Vert 1-2-28 5-7-28 7-13=-28 12-25=-20 Concentrated Loads (Ib) Vert 24-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F-18), 2-36(F-16)-to-25^54(F=-34) 41) 19th Moving Load Lumber lncreaS5=i 25, Plate lncrease=1 25 Continued on page 6 ^ WARWWJ - Venfy drmgn parainet'era aad READ NOTES ON WIS AND tNCLUDBD MITBK REFEREIVB PAGE Mil 7473 HEFORB USB. Design vald for use only wtth MiTek connectors This desion a based onl/ upon parometers Otovjn ond o lor on individual buikJing component Applicabilily ol design parameter) ond proper incorr>orallon ol component is responsibility ot building designer - not Iruss designer Bracing shown IS for lateral support of individual web member) only Additional lempotar/ bracing to insure slobilily during construction is the responsibillily of lhe erector Additional permanent bracing of the overoll structure is the responsibility ol the building designer For general guidance regarding (obficatton QuaUty control storoge delrver/ erection and bracing consult ANSI/IPIl Qualily Cttterio OSB 89 ond BCSI Building ComponenI Safety I niormallon ovatable from Tnjss Pbte Institute 781 N Lee Sheel SuileSlZ Aleiordna VA22314 If Soutiiem Pme gSP or SPp) lumber la spcglied. the de»ign vaiuea arc thoae etleeave (i6iO1/201? by ALSC or propoasd by SPIB. MiTek 7777 Greenback Lane Suds 109 Cilnjs Heights CA 95610 Job iTruss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGNOUA_AVE Uoi GABLE 1 1 Job Rpferencp (nplinnall R34684706 BMC Indio CA 92203 7 250 s Aug 25 2011 MiTek Industnes Inc Wed Jun 13 14 39 12 2012 Page 6 ID 8JJ4TURZgwZkwcAyyN3Y3iz6zhu-dKJGrT'J_5EVIDYBTqTsk5r4i'?ZHGJpGaCmiBD5z6eHz LOAD CASE(S} Standard Uniform Loads (pit) Vert 1-2=-28, 5-7=-28 7-13=-28, 12-25=-20 Concentrated Loads (lb) Vert 23=-255 Trapezoidal Loads (plf) Vert 2=-28-to-5-46(F=-18) 2=-36(F=-16)-to-25=-54(F=-34) 42) 20th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-28, 5-7=-28 7-13=-28, 12-25-20 Concentrated Loads (Ib) Vert 22=-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-45(F=-18) 2=-36{F=-16)-to-25-54(F=-34) 43) 21st Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28 5-7=-28, 7-13=-28, 12-25^20 Concentrated Loads (Ib) Vert 21 =-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F=-18} 2=-36(F=-16)-lo-25=-54(F=-34) 44) 22nd Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28, 5-7-28 7-13=-28 12-25=-20 Concentrated Loads (lb) Vert 20-255 Trapezoidal Loads (plf) Vert 2-28-to-5=-46(F=-18) 2=-36{F=-16)-to-25=-54(F=-34) 45) 23rd Moving Load Lumber lncrease=1 25 Plate lrcrease=1 25 Uniform Loads (plf) Vert 1-2-28, 5-7=-28 7-13=-28 12-25=-20 Concentrated Loads (Ib) Vert 19=-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46{F=-18) 2=-36(F=-16)-to-25^54(F=-34) 46) 24th Moving Load Lumber Increasesi 25 Plate lrcrease=1 25 Uniform Loads (plf) Vert 1-2=-28, 5-7-28 7-13=-23 12-25=-20 Concentrated Loads (Ib) Vert 18=-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F=-18) 2=-36(F=-16).to-25=-54(F=-34) 47) 25th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28, 5-7=-28, 7-13-28, 12-25^20 Concentrated Loads (Ib) Vert 17=-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F-18) 2=-36(F=-16)-to-25-54(F=-34) 48) 26th Moving Load Lumber lncrease=1 25 Plate increase=1 25 Uniform Loads (plf) Vert 1-2=-28 5-7=-28, 7-13=-28 12-25=-20 Concentrated Loads (tb) Vert 16=-255 Trapezoidal Loads (plf) Vert 2=-28-to-5=-46(F=-18) 2=-36(F=-16)-to-25=.54(F=-34) 49) 27th Moving Load Lumber Increase=1 25 Plate Increas6=1 25 Uniform Loads (plf) Vert 1-2=-28, 5-7=-28 7-13=-28 12-25=-20 Concentrated Loads (Ib) Vert 15=-255 Trapezoidal Loads (plO Vert 2=-28-to-5-46(F=-ie) 2=-36(F=-16)-to-25=-54(F=-34) 50) 28th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-28, 5-7-28 7-13=-28, 12-25=-20 Concentrated Loads (lb) Vert 14=-255 Trapezoidal Loads (plf) Vert 2^-28-to-5=-46(F=-18), 2=-36(F—16)-to-25=-54{F=-34) 51) 29th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Continued on page 7 WARmm S-'fnA d^'H" paramet<rm and READ NOTT^t, ONTfm AND INCUmBD MWH REFBRmVB PAOB m! 74 rS mfORB I Design valid for use only wilh MiTek connectors This design is based onty upon parameters shown and is ior on individual building component Applicobility ol design parameters and proper iricoriraration ol component is responsibility of building designer not truss designer Bracing shown IS lor lateral support of individual web memben only Additional temporary bracing lo insure stability dunng construclron is the responsibillily of the erector Additional permanenl bracing ot the overall structure is the responsibility of lhe building designer For general guidance regarding labncotlon quality conlrol storoge deliver/ erection and brocing consult ANSIAFU Quality Ciiletla DSB B? and BCSI Building Component Solely Information availoble from Tiuss Plate Instilufe 781 N Lee Streel Suite 312 Alexandria VA22314 KSetH^rnFineiSPor $PB " ... 7777 Greenback Lane Suite 109 Citrus Heignts CA 95610 Job iTruss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684706 1377„MAGNOLIA_AVE 'AOI GABLE 1 1 Jnh Refsmnrf! (optionall BMC Indio CA-92203 LOADCASE(S) Standard Uniform Loads (pff) Vert 1-2=-28 5-7=-28 7-13=-28 12-25=-20 Concentrated Loads (Ib) Vert 12-255 Trapezoidal Loads (plf) Vert 2=-28.to-5-46(F^-18) 2=-36(F=-16)-to.25=-54(F-34) 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 12 2012 Page 7 ID 8JJ4TURZgwZkwcAyyN3Y8i26zhu dKJGrT?_5EVlDYBTqTsk5r4z''ZHGJpGaCmiBD5z6eHz ^WARNim Vrnft) d!.-^^n parrtmi^er^ nndREAD mrr^ ONTfm AND iM:Umm MTEK RFFFRhJ^ r4r3 BEFORE USB. Design voird lor use onl/ with MiTek connectors This design is based only upon parameters shovel and is for on individual building componenI Applicability ol design parameters and proper incorporation ol component is responsibility of building designer nol tn.iss designer Bracing shown IS for loteral support ol individual web members only Additional temporary bracing to insure stability during construction is the responsibillily ot the erector Addi'ional permanent bracing of the overall slnjcture is the responsibility of the building designer For general guidance regarding fobncation quality control storoge deliver/ erection and bracing consult ANSIAHI Qualily Criteria DSB Bf and BCSI Building Component Safety Inlomallon ovoilable from Iruss Plate Institute 78! N Lee Streel Suite312 Alenondria VA 22314 1 ftne jiP ar Wtsj Umhtr is spesijied. thg des'gn v^uea are &tQ 7777 Greenback Lane Siirte 109 Clt ma Heig his CA 95610 Job iTmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684707 13 77_^MAGNOL(A_AVE U02 Common Truss 10 1 Job Reference loot 10nail BMC Indio CA-92203 _i 1 o-o_ 4-0 15 _13 o_q_ 2-0-0 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 13 2012 Paget ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-5Wie3pOcsXdcqilfNBNze2c0ozVI2FyjQQRkmXz6eHy _L5-0-0 19-0 15 ZSJJil i_27-6-0_| 2 0-0 4 0 15 Sill 1-e-o Seals IM =1 oj-a. _0 2-6. opiate Offsets (XJ0^[6.Q^£dge]_ _B_e-8_ .25-0 0. _6U12_ LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 ' BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0 74 BC 0 98 WB 0 28 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL} in (loc) -0 28 10-12 -0 66 10-12 0 07 10 0 09 10-12 l/defl L/d >772 360 >321 240 n/a n/a >999 240 PLATES GRIP MT20 220/195 Weight 1161b FT = 20% LUMBER TOP CHORD 2X4DFNoiaBtrG BOTCHORD 2X4 DF No laetrG "Except- 13-14 2X6DFNo2G WEBS 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 15=828/0-3-8 (mm 0-1-8) 10=1087/0-3-8 (mm 0-1-8), 2=911/0-7-0 (mm 0-1-8) Max HDrz2=56(LC 5) Max Grav15=915(LC7), 10=1087(LC 1) 2=911{LC 1) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=-1591/0 3-4-1275/0 4-5=-1265/0 6-7=0/269, 7-8=-1141/0 8-9=-1985/0 9-10=-2233/0 BOTCHORD 2-17=0/1429,16-17=0/1429 16-18=0/1298 15-18=0/1298 14-15=0/1228 14-19=0/1228 19-20=0/1228,13-20=0/1228 12-13=0/1228 12-21=0/2052,10-21=0/2052 WEBS 3-15=-420/30 4-15=-250/62 8-12=0/926, 9-12=-536/52 5-7-1408/0 3-16=0/539 Structural wood sheathing directly applied or 3-5-2 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=e 4p5f BCDL=6 Opsf, h=25ft. Cat II Exp C enclosed, MWFRS (low-nse), Lumber D0L=^1 00 plate gnp D0L=1 00 3) 150 Olb AC unit load placed on the bottom chord, 12-0-0 from left end supported at two points 2-0-0 apart 4) A(( plates are 3x4 MT20 unless otherwise indicated 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) * This truss has t>een designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fil between the bottom chord and any other members 7) A plate rating reduction of 20% has been applied for the green lumber members 8) This truss is designed m accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 9) This truss has been designed for a moving concentrated load of 250 Olb hve and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads 10) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (ptf) Vert 1-6-68, 6-11=-68,2-16=-36(F=-16) 15-16=-52(F-32) 10-15=-20 Concentrated Loads (Ib) Vert 19=-75 2£J=-75 e 14,2012 ^WARM/TO Verify eksi-ijn pari^mH:^ri3 and READ mT7:S OH nilS AHO rNTLlSnED MTTK REFBIiENCE PAGE Ml ^473 BEFOREUSK Design valid for use only with Mfiek connectors This design is based only upon parameters shown and is tor on individual building component Applicability of design parameters and proper incorporation ol component is responsibilily of buiklmg designer not Iruss designer Bracing shown IS for lateral support ot individual web members only Additional temporor/ bracing lo insure stability dunng conslnjction is the responstbillity of the erector Additional permanent bracing of the overall slnjcture is the responsibility of the building designer For general guidance regording labricalion quality control storoge deliver/ erection and bracing consult ANSI/TPIl Quality Ciileila DSB 89 ond BCSI Building Component Safety Infoimation available from Truss Plate Instituife 781 N Lee Streel 3uite312 Alexondrio VA 22314 7777 GreenDack Lane Suite 103 Cilnjs Heights CA 95610 Job iTmss Tmss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684708 1377^MAGNOLIA_^AVE IA03 Common Tmss 1 3 .lob Rpference roptionall BMC Indio CA-92203 -4 10_12_ 4 0 10 _!l-OzO_ 4-0-10 4 10-12 QUAUFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW 5,5 , 725OsAug252011 MiTeklndus^ies Inc Wed Jun 13 14 39 17 2012 Pagel ID 8JJ4TURZgwZkwcAyyN3Yeiz6zhu-_H69uA37wm72JJ3Qc1SvounpOay7 yJL2Pyvlz6eHu _17 0 10. 4-0 10 _27::^0_ 1-6-0 -ie-e_i3_ _4-lQ5_ ^20 3 8. A 10-6 23-0-tL .Plate Offsets (X.Y) _!10 0-5^0,0^^4], [11 0-5:0 0-_4:8]. LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0 28 BC 0 63 WB 0 54 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) ;/defl L'd PLATES GRIP 0 12 9-10 >999 360 MT20 220/195 0 36 9-10 >675 240 0 05 7 n/a n/a 0 02 9 >999 240 Weight 3991b FT = 20% LUMBER TOP CHORD 2X4DFNo18>BtrG BOTCHORD 2X6DFSSG WEBS 2X4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directiy applied or IO-O-O oc braang. Except 6-0-0 oc braang 1-12 REACTIONS (Ib/size) 1=-77/8-3-8 (mm 0-3-7), 12=9428/8-3-8 {mm Q-3-7), 7=3589/0-3-8 {mm 0-1-8) Max Horz1=-64(LC 15) Max Uplift1-393(LC 20) MaxGrav1=363(LC28) 12=9561(LC 8) 7=3977(LC 7) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD BOT CHORD WEBS 1-2=-20/3556, 2-3=0/3237, 3-4=-5142/0 4-5=-8629/0 5-6=-10919/0 6-7=-11573/0 1- 13=-3374/0 13-14=-3180/0, 14-15=-3106/0, 12-15=-2892/0 12-16=0/3625 16-17=0/3591,17-18=0/3404 11-18=0/3216 11-19=0/5194 19-20=0/5142, 20-21=0/5210,10-21=0/5439,10-22=0/8542 22-23=0/8726 9-23=0/8907 9-24=0/10660, 7-24=0/10869 4-10=0/5268 5-10=-1083/0, 5-9=0/1918, 4-11-931/102 3-11=0/3271 3-12=-8357/0, 2- 12=-449/3 NOTES 1) 3-ply truss to be connected together with lOd (0 131 'x3") nails as follows Top chords connected as follows 2X4-1 row at 0-9-0 oc Bottom chords connected as follows 2X6-3 rows at 0-5-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE{S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B) unless othenAnse indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05 85mph TCDL=8 4psf, BCDL=6 Opsf, h=25ft. Cat II Exp C enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between Ihe bottom chord and any other members 7) A plate rating reduction of 20% has been applied for the green lumber members 8) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 9) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 10) This truss has been designed for a tota) drag load of 2440 Ib Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect tmss to resist drag loads along bottom chord from 0-0-0 to 26-0-0 for 93 8 plf 11) Hanger(s) or other connection device(s) shall be provided suflicient to support concentrated load(s) 1076 Ib down at 2-0-12 1076 Ib down at 4-0-12 1076lbdownat 6-0-12, 1076 Ib down at 8-0-12 987 Ib down at 10-0-12 987 Ib down at 11-11-4 983 Ib down at 13-11-4, and 975 Ib down at 15-11-4 and 2313 lb down at 17-10-8 on bottom chord The design/selection of such connection device(s) is the responsibility of others Continued on page 2 LOAD CASEfS) Standard "^-^ CiL74486 ]g EXP /2-31-13 f4,2012 ^WAHmm Vfrnf^desiqa param^rrs and READ mr^S ON nim^msiNrLUDm MITEK RFFERhM' /4/3 Hr^OREaSB Design valid tor use only with Milek connectors This design is based only upon parameters shown and is lor on individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer nol truss designer Bracing shown IS (or loteral support ol individual web members ont/ Addilional lemporar/ bracing lo insure stability during construction is the responsibillily ot Ihe erector Additional permanent bracing ot the overall siruclure is the responsibility ol the buiUing designer For general guidance regarding labricalion quality control storage delivery erection and bracing consult ANSI/TFi1 Qualily Citterio DSB 8? and BCSI Buildlna Component Saloty Infoimation available from Truss Plole Institute 781 N Lee Street Suite3l2 Alexandria VA 22314 li hcjtisern Pmeiii^or Si^pj I'jrrtiens speciligg T^edeargnvaiaes are those eftgrtve K'StMS by ALSC or proposed by SPIB yiTek 7777 Greenback Lane Suite 109 CItms Meights CA 95610 Job Taiss Truss Type Qly Ply SAN MARCOS/1377 MAGNOLIA R34684708 1377_MAGNOLIA_AVE A03 Common Truss 1 3 .Inh Rpference (optionall BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 17 2012 Page 2 ID ajJ4TURZgwZkwcAyyN3Y8iz6zhu-_H69uA37wm72JJ3Qc1Svounp0ay7_yJL2Pyvlz6eHu LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-4-68 4-8-68 1-7=-20 Concentrated Loads (Ib) Vert 13=-1076{F) 15=-1076{F) 16=-1076(F) 17=.1076{F) 18=-987(F) 19^987(F) 21=-983(F) 22=.975(F) 23=-2313(F) 1 df^'in pa, arnnterii and RFJtD mVES ON WIS AND iNTA UDED MTTSf RFFBREl^E PAGE mi 74 n BEFORB iSSB Design valid lor use only with MITek connectors This design is bosed only upon parameters shown ond ts lor on individual building component Applicability of design porameters and proper incorporotion ot componenI is responsibility ol building designer nol Injss designer Brocing shown 15 for lateral suoporl of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of Ihe erector Additional permonent bracing ot the overall slnjcture is Ihe responsibility ol the building designer For general guidance regarding fabrication quality control storage delivery ereclion and bracing consult ANSI/IPll Quality Criteria DSB 89 and BCSI Building Component Solely I nioimatlon available Irom Truss Plate Institute 781 N Lee Street Suiie3l2 Alexandria VA 22314 if Soufem Pine j^'^ai %Pp\ Kimberts spec treij, tha deBtgn ^toesm'those eitsgti.eCgOlffijtS by ALStcr proposed Sl'18. 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Tmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA * Truss Type R34684709 1377_MAGNOLIA_AVE B01 GABLE 1 1 Inh Rnferpnce fnnlinnall BMC Indio CA 92203 _1-6-0_ 1.6-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 25 2012 Paget ID ajJ4TURZgwZkwcAyyN3Y8iz6zhu-lqbAav981DSvGYgz4ibn7a68_olVskXUBILNBqz6eHm . 22-6-0 2A.0J} 11 3-0 1.6-0 5ca» -1 42 1 ^'^ — It 32 34 3-| 35 Tn TK "Ml 17 OP TB ?7 05 w '>j dn 'n Jl -rr 11 iT Kl ji4 — 38 27 28 25 39 34 40 23 5l6 — 22 42 21 .plate Offsets (X Y) _[26 0-3-0 0-3-0]_ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 41 Vert(LL) 0 00 18 n/r 120 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 8C 0 34 Vert(TL) 0 00 19 n/r 90 BCLL 0 0 * Rep Stress Incr YES WB 0 05 Horz(TL) 0 02 26 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 (Matnx) Weight 1231b FT = 20% LUMBER TOP CHORD BOT CHORD OTHERS REACTIONS (Ib)- 2 X 4 DF No ISiBtr G 'Except* 3-10 10-17 2X6DFN0 2G 2X4DF Nol&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins Rigid ceiling directly applied or 4-1-15 oc bracing MiTek recommends Ihat Stabilizers and required cross braang be installed dunng truss erection, m accordance with Stabilizer Installation guide All beanngs 22-6-0 Max Horz2=50(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 26 20 22 23 25 32 30 29 27 except 2=-925(LC 9) 21-191(LC36) 31^191(LC 23) 18=-931(LC 12) Max Grav All reactions 250 Ib or less at joint(s) except 2=1163(LC 8) 26=275(LC 30) 20=520{LC 36), 21=253{LC49) 22=329(LC 48) 23=318(LC 47), 24=320(LC 46) 25=301(LC 45) 32=520(LC 23) 31=253{LC 39). 30=329{LC40) 29=318(LC41) 28=320(LC 42), 18=1163(LC 7) 27=301(LC29) FORCES (lb)-Max Comp/Max Ten - All forces 250 {lb) or less except when shown TOPCHORD 2-3-2887/2847 3-4=-2345/2352 4-5=-1860/1843 5-6=-1524/1541, 6-7=-1187/1211 7-8^852/882 8-9=-516/555 11-12-516/552 12-13=-852/876 13-14-1187/1199, 14-15=-1524/1525 15-16=-1860/1824 16-17=-2337/2325 17-18=-2887/2820 BOTCHORD 2-33-2579/2725 32-33=-2197/2142 32-34=-1719/1769, 31-34-1559/1591 31-35=-1385/1451 30-35=-1241/1291 30-36—1082/1132 29-36=-795/971, 29-37=-763/814 28-37-604/527 28-38=-445/495 27-38=-275/328, 25-39=-275/328 24-39=-445/495, 24-40=-604/527, 23-40=-763/814 23-41=-795/965 22-41 =-1082/1132 22-42=-1241/1291 21-42=-1368/1431 21 43=-1559/1610 2D-43=-1719/1769 20-44-2197/2142 18-44=-2579/2725 WEBS 16-20=-330/91 4-32=-330/92 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf, BCDL=6 Opsf h=25ft Cat II Exp C enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) Truss designed for wind loads m the plane of the truss only For studs exposed to wind (normal to the face) see Standard Industry Gable End Details as applicable or consult qualifed building designer as per ANSI/TPI 1-2002 4) All plates are 1 5x4 MT20 unless othenAnse indicated 5) Gable requires continuous bottom chord beanng 6) Gable studs spaced at 1-4-0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 1-0-0 wide Will fit between the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members 10) This truss IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 11) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads Continued on page 2 012 ^ WARNlm yr-ifii titr^ii/n paramstt-rs emd READ mTBS ON WIS AMi (NTI mm MTEK RrFtmm^E FAGB Mil 7473 BEFORE USR Design valid tor use onl/ with MiTek connectors Ttiis design is based ont/ upon parameters shown and is tor an individual building component Applicability of design poromelers and proper incorporation ol component is responsibility of building designer nol truss designer Bracing shown IS for lateral suoporl of individual web members only Additional tempofor/ bracing lo insure stability dunng constnjction is the responsibillily ol the erector Additional permanenl bracing ot Ihe overall slnjcture is the responsibility of Ihe building designer For general guidance regarding fabrication quality conlrol storage delivery erection and bracing consult ANSIAPll Quality Criloiia OSB 89 ond SCSI Building ComponenI Solely Intormation availoble (romTruss Plate InsHlute 781 N Lee Street Suite3i2 Ale>andrio VA 22314 K S<i,jtjTSfn Pmej^Por SPpj ton^berm spegfiftd, tlifi design MIUSB are tfeose eSecSwe 0§31ifUl2 by ALSC cr prriposcd sy SR8 7777 Greenback Lane Suite 109 Citms Haiglits CA 95610 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684709 1377_M AGNOLtA_AVe B01 GABLE 1 1 Job RpfnrAncfi (nntinnal) BMC Indio CA-92203 NOTES 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 26 2012 Page 2 ID8JJ4TURZgwZkwcAyyN3Vei2fi2hu D09YnFAmoXGmuhF9eQ60fofJkC5kbBneOy5wjHz6eHI 12) This truss has been designed for a total drag load of 5375 Ib Lumber D0L=(1 33) Plate gnp D0L={1 33) Connect truss to resist drag loads aiong bottom chord from 0-0-0 to 22-6-0 for 238 9 plf LOADCASE(S) Standard WARmm Vmfy cksiqn paramt4er^ and READ NOTES ON TIUS AND INT! IJDBD Mmm mFrnhNTE PAGB Wt 7472 BEFORE USB. Design volld for use only with MiTek connectors This design is based only upon poromelers shown and is lor on individual buiklmg componenI Applicobilit/ of design parameters and firopei incorporotion of component is responsibility ol building designer - not tnjss designer Bracing shown 15 lor talerol support of individual web members only Additional temporary bracing lo insure stability dunng construction is the responsibillily ol the eiecloi Additional permanent bracing of the overall slnjcture is fhe fesponsioilily ot the building designer For generol guidance regarding fabrication quality conlrol storage delivery erection and bracing consult ANSI/TFII Qualily Criterta DSB 89 and BCSI Buildltig Component Solely Infonnation available from Iruss Plole Institute 781 N Lee Street 5uile3l2 Alejandria VA 22314 if Sc jfliigrri Fine '•iP or SPpj isimlier is s^igsifigd t^e te^ gn vaiijea are ttiose ettseSivg O&OWOt? by ALSC er prepgaed tj^ SR6. 7777 Greenback Lare Suite 109 Cilnis Heighls CA 95610 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684710 1377_MAGN0L1A_AVE B02 Common Tmss 5 1 Jnh Refprpnr^n (nntion^ll BMC Indio CA-92203 0_|, 1 SJ} _11 3-0_ 5 2 7 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 28 2012 Page 1 ID9JJ4TUR2gw2kwcAyyN3Y8iz6zhu-9PHJCxB0K8WU7':'PYmr9UIDkdc0eT32kwlGalo9z6eHj 16 S-7 I 22-6-0 , 24 043 , 6-0-9 5-2 7 1-6-0 Seals • 142 1 0«-0, .Plate Offsets (X.Y)_[9 0-_4z0 Ck3jL4L LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLA TBS GRIP TCLL 20 0 Plates Increase 1 25 TC 0 57 Vert(LL) -0 22 2-9 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 84 Vert(TL) -0 48 2-9 >551 240 BCLL 0 0 -Rep Stress Incr YES WB 0 22 Horz{TL) 0 08 6 n/a n/a BCDL 10 0 Code 1BC2009/TPI2007 (Matnx) Wind(LL) 0 05 3-9 >999 240 Weight 891b FT = 20% LUMBER TOP CHORD 2 X 4 DF No 1 SBtr G BOT CHORD 2 X 4 DF No 1 SBtr G WEBS 2 X 4 DF Stud G REACTIONS (Ib/stze) 6=1092/0-3-8 (mm 0-1-8) 2=1092/0-3-8 (mm 0-1-E Max Horz2=51{LC 5) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins Rigid ceiling directly applied or 10-0-0 oc braang MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation q uide FORCES (Ib) - Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2286/0 3-4=-2002/0 4-5=-2002/0 5-6=-2286/0 BOTCHORD 2-10=0/2104, 9-10=0/2104 9-11=0/1443, 8-11=0/1443, 8-12=0/2104, 6-12=0/2104 WEBS 4-8=0/702 5-8=-402/65 4-9=0/702 3-9=-402/65 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II Exp C enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit t)etween the bottom chord and any other members 5) A plate rating reduction of 20% has been applied forthe green lumber members 6) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard 14.2012 ^WARNING Vftrlfif liBUK/n pai-ami^i^ nad READ NDTBS ON TfllS AND INCIJJDED mTEK R^FRENTE PAGE MI r4n BEFORE USB. Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for on individual building component Applicability of design parameters and proper incorporation ot componenI is responsibility ol building designer nol tnjss designer Brocing shown IS for loteral support ot individual web members only Additional lemporar/ bracing to insure stability dunng construction is the responsibillily ol the erector Additional permanenl bracing of the overall slnjcture is the responsibility of the building designer For generol guidance regarding fabrication quality control storage deliver/ erection and bracing consult ANSl/TPll Quality Crileiia DSB B? and BCSI Building ComponenI Solely into imotlon available trom Truss Plote Institute 731 N Lee Streel Suite312 Alexondna VA223i4 I Pme l^^cr SPpj ^nmfter is spgr'iied ths dasi^w values ar« Qiase effective Oa AL^L cr propos^rj ^ SRg. 7777 GreenBack Lane SLila 109 Citnjs Heigtits CA 9S610 Job Truss jTnjss Type Qty Ply 1377_MA6NOLIA_AVE B03 |Coriinon Tmss 1 1 Bli^C IndiO CA-93203 r SAN MARCOS/1377 MAGNOLIA Job Reference (optional). Jl 3-o_ 5 2 7 7 250 S May 11 2011 tUliTek Induslnes Inc Thu Jun 14 OB 53 20 2012 Page 1 ID8JJ4TURZgwZkwcAyyN3Y8iz6zhu-CGQSx_Ugs2a5vY9k(fvEuvQ0jQgiHILdOxl8_M1z6OGD 16 5-7 , 22-6 0 ,24 0-0 , 5-2 7 6 09 1-6 0 Scale = 1 41 2 _7_9-6_ 7 9-6 .22-6-Q_ 6-11-4 Plate Offsets (X,Y) [9 0-4-0,0-3-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 32 Vert(LL) -0 22 2-9 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 84 Vert(TL) -0 48 2-9 >552 240 BCLL 00 * Rep Stress Incr YES WB 0 22 Hor2(TL) 0 08 6 n/a n/a BCDL 100 Code IBC2009/TPI2007 (Matnx) Wind{LL) 0 05 8-9 >999 240 Weight 871b FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No l&Btr G TOP CHORD BOTCHORD 2X4DFNo1SBtrG BOTCHORD WEBS 2X4 DF Stud G REACTIONS (Ib/size) 2=1092/0-3-8 (mm 0-1-8) 6=1092/0-3-8 {mm 0-1-8) Max Horz 2=50(LC 5) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 2-3=-2282/0 3-4=-1999/0, 4-5=-1999/0 5-6=-2282/0 BOTCHORD 2-10=0/2099 9-10=0/2099 9-11=0/1441 8-11=0/1441 8-12=0/2099,6-12=0/2099 WEBS 4-8=0/701 5-8=-400/65 4-9=0/701 3-9=-400/65 Structural wood sheathing directly applied or 4-1-2 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 85mph, TCDL=8 4psf BCDL=6 Opsf, h=25ft. Cat II, Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the tiottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss IS designed in accordance with the 2009 international Buildmg Code section 2306 1 and referenced standard ANS17TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard e 14,2012 A ^ftHmm Vcnfii a>-st<in pitramHfi^ and READ miTSS ON TfifS AND iNTLUTiBD IfHTEK RFFERhNTE PAtJC MI f4n BEFORE USB. Design valid for use only wilh MiTek conneclors This design is bosed onl/ upon poromelers shown and is for cn individual building componenI Applicability ot design parameters and proper incorporotion of componenI is responsibility ol building designer - not Injss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillily ol the erector Additional permonent bracing of Ihe overall structure is Ihe responsibility ol the building designer For general guidance regarding fobricolion quolity control storage deliver/ erection and bracing consult ANSI/lPIl Quolily Criteria DSB 89 and BCSI Building Component Safely Inloimatlon avaibble iiomlnjss Plate Institute 781 N Lee Stieet Suite3l2 Alexondria V A 22314 it Southern Pinc{5Poi SF^l lj"ti}er is jpeafwd, Xhe derail values are those eftsca.e r MiTek 7777 Greenback Lane Suite 109 C It ms Heights CA 96610 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGNOLIA_AVE BKOl BLOCKING TRUSS 3 1 .Inh Rfiferencft Innlionall R34684712 SMC Indra CA 92203 7 250 s Aug 25 2011 MiTek Industnes Inc Wed Jun 13 14 39 30 2012 Page 1 ID 3JJ4rURZgwZJ<ivcAyyN3Y8fz62hu-5n03ddDHsmmCNJZwtFByqep2NpVzXxgDLa3as2z6eHh LOADING (psf) SPACING 2-0-0 CSI DEFL in {loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 24 Vert(LL) -0 00 3-4 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 013 Vert(TL) -0 00 3-4 >999 240 BCLL 0 0 * Rep Stress Incr YES WB 0 32 Hoiz(TL) 0 00 3 n/a n/a BCDL 10 0 Code IBC2009/TP12007 {Matrix) Wind(LL) -0 00 4 >999 240 Weight 14 1b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF Nol&BtrG 2X4 DF Nol&BtrG 2 X 4 DF Stud G REACTIONS (Ib/size) 4=69/Mechameal 3=69/Mechanical Max Uplift4=-894(LC 9) 3=-894(LC 10) Max Grav4=965{LC 8), 3=965(LC 7) FORCES (tb)-Max Comp/Max Ten - All forces 250 {lb) or less except when shown TOP CHORD 1-4=-949/903 1-2=-564/564 BOTCHORD 4-5-313/313 3-5=-564/564 WEBS 1-3=-1094/1094 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng tmss erection m accordance with Stabilizer Installation guide NOTES 1) VWnd ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II, Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied forthe green lumber members 6) Refer to girder{s) for truss to truss connections 7) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 9) This tmss has been designed for a total drag load of 400 plf Lumber D0L={1 33) Plate gnp D0L=(1 33) Conned truss to resist drag loads along bottom chord from 0-0-Oto 1-10-6 for 400 0 plf LOADCASE(S) Standard e 14,2012 ^WAHmm Vfo^ftjdmtcinparamHi-mimd READ NOTES ON T^Ufi Am imLmM}m7m?REFrRI^EFA<^^ MTa F,EPORB USB Design volid tor use oniy with MiTek connectors This design is bosed only upon porameters show^i and is for an individual building component Applicability ot design parameters and proper incorporation of component is responsibility ot building designer nol tnjss designer Bracing shown 1% ior lateral support of individual web members onty Additional temporary bracing lo insure stability dunng constnjction is the responsibillily ot Ihe erector Additional permonent brocing of the overall stmcture is the responsibility ot the building designer For generol guidance regarding fabrication quolity conlrol storage delivery erection and bracing consult ANSI/TPIl Quolity Crilerta DSB 89 and BCSI Building Component Solely Infoimation available liom Tnjss Plate Institute 781 N Lee Street Suite 312 Alenondno VA22314 \1 Sgjtf^rn PmelaFor Sfp)ljTit>er is spec bed. Sie des'gn values sieSissg >;rtegaveliSSlQ^;12 fey ALSC cr profiosed fey SPIB 7777 Greenback Lane Suite 109 CitnJS Heigtils CA 95610 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGNOLIA_AVE BK02 BLOCKING TRUSS 1 1 Jnb Rfiferencft lonlionah R34684713 BMC Indio CA-92203 -13-6. 1 2-6 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 1314 39 31 2012 Paget ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-ajRqzEvd3u3_T87RziBMrt^D8Ds8GOUNZEohaUz6eHg Seals - I 19 6 LOADING (psf) SPACING 2-0-0 CSI DEFL m (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 24 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 07 Vert{TL) n/a n/a 999 BCLL 0 0 * Rep Stress Incr YES WB 0 28 Horz{TL) -0 00 3 n/a n/a BCDL 10 0 Code IBC2009/rP12007 (Matnx) Weight 11 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo l&BtrG BOTCHORD 2X4 DFNo l&Btr G WEBS 2 X 4 DF Stud G REACTIONS {Ib/size) 4=40/1-2 8 (mm 0-1-8) 3=40/1-2-8 (mtn 0-1-8) Max Uplift4=-895(LC 9), 3=-895{LC 10) Max Grav4=936(LC 8), 3=936(LC 7) FORCES (lb) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1-2=-324/324 2-3-927/900 BOT CHORD 4-5^324/324 WEBS 2-4=-966/966 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins except end verticals Rigid ceiling directly applied or 6-O-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection m accordance with Stabilizer Jn st al I ati o n_ g uide NOTES 1) Wlnd ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft. Cat II Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face) see Standard Industry Gable End Details as applicable or consult qualified building designer as per ANSI/TP11-2002 3) Provide adequate drainage to prevent water ponding 4) Gable requires continuous bottom chord beanng 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i e diagonal web) 6) Gable studs spaced at 1-4-0 oc 7) This truss has been designed tor a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8}' This truss has been designed fora live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members 10) This truss IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 11) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live toads 12) This truss has been designed fora total drag load of 400 plf Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 400 0 plf LOADCASE(S) Standard r2012 ^WARmm Venfiidi-^uin pari^riH:erf! and READ mi-ESONTlim AND INCLUDED MTBH RBF BRFM'B PAGB mi 7473 BEFORE IJSP„ Design volid lor use only with MiTek conneclors This design is bosed only upon parameters shown and is for on individual buikJing component Applicability Oi design parameters and p«oper incorporation of componenI is responsibility ol building designer nol tnjss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability during constnjclion is the responsibillily ot Ihe erector Additional permanent bracing of Ihe overall structure is Ihe responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erection and bracing consult ANSI/IPIl Quality Criteria DSB B? and BCSI Building Component Safety I Worm a Hon available trom Tnjss Plate Institute 78i N LeeSh-eet Suile3l2 Aiexandna VA 22314 if S^uifeem Pins ar SPpj lumter i 7777 Greenback Lane Suite 109 CilniS Heights CA 96610 Job Truss Tnjss Type Qly Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGN0L1A_AVE BK03 BLOCKING TRUSS 1 1 .Inh Rnferenr.p fnptinnah R34684714 SMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 31 2012 Paget ID BJJ4TURZgw2kwc;AyyN3Y8iz6zhu-a_yRqzEvd3u3_T87RziBMrMD8DtMGObNZEohOUz6eHg LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 24 Veft(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 06 Veit(TL) n/a n/a 999 BCLL 0 0 * Rep Stress Incr YES WB 0 27 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IBC2009/TP12007 (Matnx) Weight 11 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No l&Btr G 2X4 DF NolSBtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 4=32/1-0-6 (mm 0-1-8), 3=32/1-0-6 (mm 0-1-8) MaxUplift4-895{LC 9) 3=-895(LC 10) Max Grav4=928(LC 8) 3=928(LC 7) FORCES (lb)-Max Comp/Max Ten - Al! forces 250 (lb) or less except when shown TOP CHORD 1-2=-264/264 2-3=-921/899 BOT CHORD 4-5=-265/265 WEBS 2-4^943/943 Structure wood sheathing directly applied or 1-0-6 oc purlins, except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection m accordance with Stabilizer Installation guide NOTES 1) Winb ASCE 7-05 85mph TCDL=8 4psf, aCDL=6 Opsf, h=25ft. Cat li, ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnpD0L=1 00 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wnnd (normal to the face) see Standard (ndustry Gable End Details as applicable, or consult qualified buildmg designer as per ANSI/TP11-2002 3) Provide adequate drainage to prevent water ponding 4) Gable requires continuous bottom chord beanng 5) Truss to be fully sheathed from one face or securely braced against lateral movement {i e diagonal web) 6) Gable studs spaced at 1-4-0 oc 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members 10) This truss IS designed m accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP) 1 11) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 12) This truss has been designed for a total drag load of 400 plf Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1 -0-6 for 400 1 plf LOADCASE(S) Standard June 14,2012 ^WARfam Vf-,,f,,d^i^npar<im>d^r^ and RbM)mTrS ON THIS AND rm-rmLD mrm REFCRf^B PAGE Wl 74^2 BEFOREUSK Design valid tor use only with MiTek connectors This design is bdsed ont/ upon parameters shown and is for on individual building component Applicabilily of design parameters and proper incorporation ot component is responsibility of building designer nol truss designer Bracing shown IS for lateral support ot individual web members only Additional temporor/ bracing lo insure stability during construction is the responsibillily ot lhe erector Additional permanent bracing of the overall slnjcture is the responsibility of the building designer For general guidance regarding iobncalion quality control storage delivery erection and bracing consult ANSIAPIl Quality Criterta DSB 89 and BCSi Building Component Safety Infomialion available fromTnjss Plate Instiluts 781 N Lee Streel Suite3i2 Alenandno VA 22314 ""; sper-'tiea,the des'gii values are tftosB eitg£iivgOStl31Kjai?t^ ALSC cr propoaedby SR6 7777 Greenback Lane Suite 1C Cifms Heiglils CA 95610 Job Tnjss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684715 1377_MAGNOLiA_AVE BK04 BLOCKING TRUSS 1 1 Job Reference (ootionah BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 32 2012 Page! ID BJJ4TURZgwZkwcAyyN3YSiz6zhu-2AWp2JEXNN0wcciJ'7gDQv3«OudC97rcWolYFxwz6eHf LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 24 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 09 Vert(TL) n/a n/a 999 BCLL 0 0 • Rep Stress Incr YES WB 0 29 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 {Matnx) Weight 121b FT = 20% LUMBER TOPCHORD 2X4 DF NolSBtrG BOTCHORD 2X4 DFNo l&Btr G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 4=47/1-4-6 {mm 0-1-8) 3=47/1-4-6 {mm 0-1-8) Max Uplift4=-894(LC 9), 3=-894{LC 10) Max Grav4=943(LC 8) 3=943(LC 7) FORCES {lb)-Max Comp/Max Ten - All forces 250 (lb) or tess except when shown TOP CHORD 1-2=-384/384 2-3-932/901 BOT CHORD 4-5=-384/384 WEBS 2-4-993/993 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-4-6 oc puriins except end verticals Rigid ceiling directly applied or 6-0-0 oc braang MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, m accordance with Stabilizer Jnstallatjon guide NOTES 1) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf, h=25ft, Cat II, Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plale gnp D0L=1 00 2) Truss designed for wind loads in the plane of the truss only For studs exposed to wind {normal to the face), see Standard Industry Gable End Details as applicable or consult qualified building designer as per ANSI/TPI 1-2002 3) Provide adequate drainage to prevent water ponding 4) Gable requires continuous bottom chord beanng 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i e diagonal web) 6) Gable studs spaced at 1-4-0 oc 7) This truss has been designed fora 10 0 psf bottom chord live load nonconcun'ent wnth any other live loads 8) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members 10) This truss IS designed m accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 11) This truss has been designed for a moving concentrated ioad of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 12) This truss has been designed for a total drag toad of 400 plf Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-6 for 400 0 plf LOADCASE(S) Standard 074486 )§ EXP~~~" June 14,2012 j^m&nMm Vr^f>jde^t<inparamirteri!andREADmiT^SONmmAmmCLmBDmTimREFERl^EFAGBmi M73 BTPORBUSB. Design valid tor use only with MiTek connectors This design is based only upon parometers shown and is for on individual building componenI Applicability of design parometers and proper incorporation ol component is responsibility of building designer nol truss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng constnjction is the responsibillily ol the erector Additional pemonenl bracing ol the overall stnjcture is the responsibility oi the building designer For general guidance regarding fabncation quolity conlrol storage delivery erection and bracing consult ANSI/TPI1 Quality Criteria DSB 39 and BCSI Building ComponenI Sarety I niormallon avoibble from Truss Plate Institute 781 N Lee Street Suile3l2 Ale/andna VA22314 If S<'jt!iern Pme j-j^or Sf^jbrnberis spseiSied, thg ilgi! 311 values s'e those ef jEgn.^ IW%1Mt2 by ALSC cr p r^jMsedsy SRS 7777 Greenback Lane Siiiiei09 Cilnjs Heighls CA 95610 Job Tmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684716 1377_MAGN0L1A_AVE BK05 BLOCKING TRUSS 5 1 Jnb Rfiffirflnr^e /optionall BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Induslries Inc Wed Jun 13 14 39 33 2012 Pagel ID 8JJ4TURZ9wZkwcAyyN3YBiz6zhu-WM4CFeF98hBnEmHVYOkfSGRZd1XgklPg1XHDTNz6eHe LOADING (psf) SPACING 2-0-0 CSI DEFL m {loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 24 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 13 Vert(TL) n/a n/a 999 BCLL 0 0 -Rep Stress Incr YES WB 0 32 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code fBC2009/rPf2007 (Matrix) Weight 141b FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Btr G BOTCHORD 2X 4 DF Nol&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 4=69/1-10-6 (mm 0-1-8), 3=69/1-10-6 (mm 0-1-8) Max Uplift4=-894(LC 9) 3=-894{LC 10) Max Grav4=965(LC 8) 3=965(LC 7) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-564/564 2-3=-949/903 BOTCHORD 4-5^564/564 3-5=-314/314 WEBS 2-4^1094/1094 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-6 oc puriins, except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be mstalled dunng truss erection, in accordance with Stabilizer Installation guide NOTES 1) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf, h=25ft Cat II, Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) Truss designed for wind loads m the plane of the truss only For studs exposed to wind {normal to the face) see Standard Industry Gable End Details as apf^icable or consult qualified building designer as per ANSI/TPI 1-2002 3) Provide adequate drainage to prevent water ponding 4) Gable requires continuous Ixittom chord beanng 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i e diagonal web) 6) GaWe studs spaced at 1-4-0 oc 7) Thts truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed (or a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit tietween the bottom chord and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members 10) This tmss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 11) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads 12) This taiss has been designed for a total drag load of 400 plf Lumber D0L={1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 400 0 plf LOADCASE(S) Standard ne 14,2012 ^WARNlm Venf^di-'.iifitparam^rr^ and READ NOTES ON Tfm AM) INCLmEDrnTEHHCFFrn'^E PAGB Mil 74/2 BEFORE USE. Design valid for use only wilh MiTek connectors This design is based ont/ upon parameters shown and is tor an individual building component Applicability ol design parometers and proper incorporation of component is responsibility of buikiing designer not truss designer Brocing shown IS for lateral support of individual web members only Additional temporary bracing lo insure stability dunng construction is the responsibillily of the erector Additional permanent bracing of Ihe overall structure is lhe responsibility of Ihe building designer For general guidonce regarding fabncation quality control sloiage deliver/ erection and bmcing consult ANSl/IPil Quality Crilorio DSB 89 ond BCSi Building Component Sgfely Inlormation available from Tnjss Plate Institute 701 N Lee Slreel Suiie313 Aleyandno VA 223I4 lei^Por Ei^j UTsheris spseiti&d, ttie des'^nygfaes are those eitecnvg 0S-0f)2'}12 >>y ALSC sr pro^josedBV SHB 7777 Greenback Lane Surle 109 Cilms Heights CA 95610 Job Tmss Tmss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684717 1377_MAGN0L1A_AVE COI HALF HIP TRUSS 1 2 Job Reference lODtinnnh BMC Indro CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 36 2012 Paget ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-wxmKtgHlRcXL5E04EVWM3v31oET9xal6jVWS4iz6eHb .22J-8. 5-8 8 _24 2 8. 1 6-0 * 23 ^' 11 25 2e 27 10 ^ 29 9 30 s 31 12 3xe = 7<10 = 3il0 = 2>1 II 4.6 = 4i6 = 5-1 3 , 9-10-14 14-(W1 17 n-0 2J.8-B SIT 4 9-11 1 4 0-10 -T 8-H Plate Offsets fX Y^ 16.0-3-7.0-0-41 [10 0-5-0 0-4-81 LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 43 Vert(LL) -0 10 9-10 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 47 Vert(TL) -0 32 9-10 >850 240 BCLL 0 0 * Rep Stress Incr NO WB 0 53 Horz(TL) 0 08 6 n/a n/a BCDL 10 0 Code IBC2009/TP12007 {Matnx) Wind{LL) 0 05 9-10 >999 240 Weight 243 Ib FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Btr G BOTCHORD 2X6DFNo2G WEBS 2 X 4 DF Stud G REACTIONS (ib/size) 12=2216/Mechanical 6=2083/0-3-3 {mm 0-1-8) Max Horz12=-88(LC 16) Max Uplift6-139(LC 12) MaxGrav12=2333{LC 8) 6=2375(LC 7) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 5-8-5 oc puriins except end verticals, and 2-0-0 oc puriins (6-0-0 max) 1-4 Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 1 BOT CHORD WEBS 1-12=-369/51. 13-14=-350/173 14-15=-491/314, 2-15=-523/346 2-16=-3737/0, 16-17=-3790/49 3-17=-3967/220 3-18=-4933/0 18-19=-5088/0, 4-19=-5230/0, 4-20=-5530/0 5-20=-5725/0, 5-21=-5950/70 6-21 =-6256/294 12-22=0/3746, 22-23=0/3710, 23-24=0/3593, 11-24=0/3596, 11-25=0/5217 25-26=0/5156 26-27=0/5190 10-27=0/5326 10-28=0/5412,28-29=0/5553, 9-29=-75/5674 9-30=0/5403 8-30=0/5479, 8-31=-48/5568, 6-31=-211/5831 4-9=0/1194 5-8=-72/290 5-9=-438/179 2-11=0/1126 3-10=0/401 2-12=-3984/0 3-9=-625/399, 3-11 =-2086/62 NOTES 1) 2-ply truss to be connected together with lOd (0 131"x3") nails as follows Top chords connected as follows 2 X 4 -1 row at 0-9-0 oc Bottom chords connected as follows 2X6-2 rows at 0-9-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies except if noted as front (F) or back {B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B) unless othenwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wnd ASCE 7-05, 85mph TCDL=8 4psf, BCDL=6 Opsf h=25ft Cat II ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 5) Provide adequate drainage to prevent water ponding 6) Concentrated loads from layout are not present in Load Case{s) #101 1st Moving Load #201 2nd Moving Load, #301 3rd Moving Load #401 4th Moving Load, #501 5th Moving Load #601 6th Moving Load #701 7th Moving Load #801 8th Moving Load #901 9th Moving Load #1001 10th Moving Load, #1101 11th Moving Load 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 1 -0-0 wide will fit between the bottom chond and any other members 9) A plate rating reduction of 20% has been applied for the green lumber members 10) Refer to girder(s) for truss to truss connections 11) This truss IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 12) This truss has been designed tor a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads Continued on page 2 June 14,2012 ^WARNim y'^fydt.st<j^param^^i^undREADm)n-^0NJimAm}!NrLUDEDmTmREFBREm-8PAGBmi 74/3 BEPORBmB Design valid lor use only with MiTek connectors This design is based only upon parameters shown ond is for on individual building componenI Applicobility of destgn parameters ond proper incorporotion ol component is responsibility of building designer nol Injss designer Bracing shown IS for lateral support ot individual web members only Additional temporor/ bracing to insure stability dunng conslnjction is the responsibillily ot the erector Additional permanent brocing ot the overall slnjcture is the responsibility ot Ihe building designer For general guidance regarding fabrication qualify control slorags deljveiy erection and bracing consult ANSI/TPIl Quoilty Crileria DSB B9 and BCSI Building Component Safety infomialion available from Tnjss Pkile Institute 781 N Lee Slreel Suils3)2 Alejiandna VA 22314 Sf ^oiithgni Pins 'SP or SPpJlu'nberis apsciSied, tte des gii values are those elfgetive OS HVDIl fcy ALiiC ur proposed sy SRB 7777 Greenback Laos Suite 109 CitnjS Heighls CA 95610 Job Tmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684717 1377_MAGNOLIA_AVE COl HALF HIP TRUSS 1 O Z Job Reference (ootionah BMC IndiQ CA-92203 NOTES 7 250 s Aug 252011 MiTek Industries Inc Wed Jun 13 14 39 36 2012 Page2 ID 8JJ4TURZgwZkwcAyyN3Y8K6zhu-wxmKlgH1RcXL5E04EVi'lM3v31oET9xal6jVWS4iz6eHb 13) This truss has been designed for a total drag load of 1600 Ib Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-8-8 for 70 5 plf 14) Design assumes 4x2 (flat onentation) purlins at oc spacing indicated fastened to truss TC w/ 2-1 Dd nails 15) Hanger(s} orother connection device(s) shall be provided sufficient to support concentrated load(s) 134 lb down and 32 lb up at 0-7-12, 134 lb down and 32 lb up at 2-7-12 134 1b down and 321b up at 4-7 12, 134 Ib down and 32 Ib up at 6-7-12, 134 Ib down and 32 Ib up at 8-7-12 134 Ib down and 32 Ib up at 10-7-12 and 134 Ib down and 32 lb up at 12-7-12 and 134 lb down and 32 lb up at 14-8-8 on top chon:!, and 83 lb down at 0-7-12 83 lb down at 2-7-12 83 lb down at 4-7-12 83 1b down at 6-7-12 83 1b down at 8-7-12 831b down at 10-7-12 and 83 lb down at 12-7-12 and 718 Ib down at 14-7-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate Increase=1 25 Uniform Loads (plf) Vert 1-4-68 4-20-68 20-21-78,7-21-68 6-12=-20 Concentrated Loads {lb) Vert 4-134(8) 9=-718{B) 13=-134(B) 14=-134(B) 15=-134(B) 16=-134(B) 17=-134(B) 18=-134{B) 19=-134(B) 22=-54(B} 23=-54(B) 24=-54(B) 25=-54(B) 27=-54(B) 28=-54(B) 29=-54{B) ^V/ARmm Va-tftt dir»iiin patxi!>istri^andRFJiDmTri>0NmiSAHDmrim3El}mrBKmFEREM'nPAGEmi /4r3 BEFORE rJij; Design volld for use onl/ wilh MiTek connectors This design is based only upon parometers shown and is lor an individual building component Applicability of design porameters and proper incorporotion ot component is responsibilily ot building designer not truss designer Brocing shown IS for loteral support ol individual web members ont/ Additional temporary bracing lo insure stability during conslruclion is lhe responsibillily of the erector Additional peimanent bracing ol the overall stnjcture is Ihe responsibility ot the building designer For general guidonce regarding iobncalion quofify conJro/ storoge delivery erection and bracing consult ANSI/IPIl Qualily Criteria DSB 89 and BCSI Buiiding Component Satety inlormation available irom Truss Plate inslilute 781 N Lee Slreef Suils3)2 Alexandria VA 22314 if S&'jtliarn Pmn j^i'tir SPp) Itiiifesfts speclied, 'he ifes'gn vatues sre those eftertive K'Hi^Mil ALSC sf prvpo^Mty SPIB 7777 Greenback Lane Suite 109 Citrus Heights CA 96S10 Job Tmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA Truss Type R34684718 1377_MAGNOLIA_^AVE C02 Half Hip Truss 1 1 .Inh Rfifprmrs fnptinnall BMC Indio CA-92203 _12-8-8 _ 7 7 5 7250sAug252011 MiTeklndustries Inc Wed Jun 13 14 39 37 2012 Page! ID 8JJ4TURZgwZkwcAyyN3Y3iz6zhu-O8Ji50IgCvfCjObGnDpbc6cBLejFgxwFy9F0cBz6eHa :7j3-a I 22-s-a ,24 2 8 1 4 3-8 5-8-B 1-6-0 Seals = 1 41 1 J2 Ir8. _7 7 5_ _Plate Offsets (X Y) _[8 0-_4-0 0r3-_4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 51 Vert(LL) -0 22 8-9 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 86 Vert(TL) -0 49 8-9 >547 240 BCLL 0 0 -Rep Stress Incr NO WS 0 92 Horz(TL) 0 08 5 n/a n/a BCDL 10 0 Code IBC2009n"PI2007 (Matnx) VWnd(LL) 0 04 7-8 >999 240 Weight 1051b FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Btr G BOTCHORD 2X4 DF Nol&BtrG WEBS 2X4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS JOINTS Structural wood sheathing directly applied or 3-10-15 oc puriins except end verticals and 2-0-0 oc puriins (5-2-10 max) 1-3 Rigid ceiling directly applied or 10-0-0 oc braang 1 Row at midpt 3-9 1 Brace at Jt(s) 1 REACTIONS (Ib/size) 10=995/M6chanical 5=1157/0-S-8 (mm 0-1-8) Max Horz10=-104(LC 6) Max LJplift5=-2(LC 4) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 2-3=-1302/0 3-11=-1840/0 4-11-1927/0 4-12-2400/0 5-12=-2469/0 BOTCHORD 10-13=0/1300 9-13=0/1300,9-14=0/1782,8-14=0/1782 8-15=0/2268 7-15=0/2268 7-16=0/2268 5-16=0/2268 WEBS 2-10=-1519/0, 3-9=-558/0 3-8=0/498 2-9=0/450 4-7=0/336 4-8=-608/13 NOTES 1) Unbalanced roof live loads have been considered forthis design 2) Wind ASCE 7-05, 85mph, TCDL=8 4psf BCDL=6 Opsf, h=25ft Cat II ExpC enclosed MWFRS {low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall tiy 1-0-0 wide will fit between the bottom chord and any other members 6) A plate rating reduction of 20% has been applied for the green lumber members 7) Refer to girder(s) for truss to truss connections 8) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 9) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads 10) Design assumes 4x2 (flat onentation) purlins at oc spacing indicated fastened to truss TC w/ 2-10d nails LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-68 3-11-68, 11-12=-78 6-12=-68 5-10=-20 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer .Installation guide_ e 14,2012 ^ WARNim V^nfif dt^f^n parum^em a«d READ NOTTS ON THIS AND INCLUDED mTEK RFFrUENCE PAGB Ml 74/3 BEFORE USE Design valid ior use only with Mitel: connectors This design is based ont/ upon poromeleis shown and is for an individual building component Applicobility of design parameters and proper incorporation ot componenI is responsibility ol building designer - nol Injss designer Bracing shown IS lor lateral support of individuol web members onl/ Additional temporary bracing lo insure stability dunng construction Is the responsibillily of Ihe erector Additional permanent bracing of the overall slnjcture is the responsibility of the building designer For general guidance regarding Iobncalion quality control storage deliver/ ereclion ond bracing consult ANSI/IPIl Quolily Crileria DSE 89 and BCSI Bulldino Component Safety I niormallon available from Tnjss Plate Institute 781 N Lee Street Suite 31Z Aie-ondna VA223I4 •e jiP or SPp] h)"Tfeer >s 8ps'?f i^d, tte des 311 vaiiaes aiefeise etjgt.t)V3l}6ffii^i)t31?y ALSC igr proposed ^/ SHB. 7777 Greenback Lane Suile IC Cilrjs Heighls CA 95610 Job Tmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA Qty R34684719 1377_MAGNOLIA..AVE C03 Half Hip Truss 1 1 Jnb RRfBrenne lODtionall BMC, Indio CA 92203 _I0-8-S. 5-7 5 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 39 38 2012 Pagel ID8JJ4TURZgwZkwcAyyN3Y8iz6zhu-sKI5IMJIzDn3KXATLxKq9K8Lv25yPPoPAp''Z8az6eHZ _212-8_ 1-6-0 Sat\m • I 41 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 52 Vert(LL) -0 15 7-8 >999 360 MT20 220/195 TCDL 14 0 Lumber increase 1 25 BC 0 77 Vert(TL) -0 36 7-8 >745 240 BCLL 0 0 " Rep Stress Incr NO WB 0 88 Horz(TL) 0 08 5 n/a n/a BCDL too Code IBC2009/TPI2007 (Matnx) Wmd(LL) 0 05 7-8 >999 240 Weight 1091b FT = 20% LUMBER TOPCHORD 2X4 DF NolSBtrG BOTCHORD 2X4 DFNo l&Btr G WEBS 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS REACTIONS (Ib/Size) 11=1003/Mechanical 5=1169/0-3-8 (mm 0-1-8) Max Horz11=-121(LC 6) FORCES (lb)-Max Comp/Max Ten - All forces 250 {lb) or less except when shown TOP CHORD 2-3^1521/0 3-12=-1569/0, 4-12=-1673/0, 4-13=-2500/0 5-13=-2561/0 BOTCHORD 11-14=0/1044 10-14=0/1044 9-10=0/1044 9-15=0/1044 8-15=0/1044 8-16=0/2362 7-16=0/2362, 7-17=0/2362 5-17=0/2362 WEBS 2-11=-1285/0 2-10=0/356 2-8=0/574 4-7=0/369 4-8=-881/0 Structural wood sheathing directly applied or 4-0-3 oc purtins, except end verticals and 2-0-0 oc puriins {5-2-10 max ) 1-3 Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 1 MiTek recommends that Stabilizers and required cross bracmg be installed dunng truss erection in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 e5mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II ExpC enclosed MWFRS (low-nse), Lumber D0L=1 00 plate gnp D0L=1 00 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) * This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 6) A plate rating reduction of 20% has tieen applied for the green lumber members 7) Refer to girder{s) for truss to truss connections 8) This trtJSs IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 9) This truss has been designed for a moving concentrated load of 250 Olb live and 5 DIb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 10) Design assumes 4x2 (flat onentation) purlins at oc spacing indicated fastened to truss TC w/ 2-1 Od nails LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads {plO Vert 1-3=-68 3-12—68, 12-13—78, 6-13—68 5-11—20 14,2012 J^WAHNINO V^mfyfhwKfa param^^erti and REAI> NOTES ON TIIIS AND INCLmiJ) MITBlt: mFERENCE PAGE MI 7473 BFJ'ORB USF,. Design valid for use only wilh MiTek conneclors This design is based only upon parameters shown and is for an individual building componenI Applicability of design parameters and piroper incorporation ol component is responsibility ot building designer - nol tnjss designer Bracing shown IS tor lateral support ol individual web members only Additional temporary bracing to insure stability during conslnjction is the responsibillily ol Ihe erector Additionol permanent bracing of Ihe overall siruclure is the responsibility of Ihe buikling designer For general guidance regarding fobriCQtion qua lit/conlrol storage delivery erection and bracing consult ANSI/TPIl Quality Criterta DSB 89 and BCSI Building ComponenI Safety in lomotlon available from Tmss Plale Institute 7B1 N Lee Streel Suite 31Z Alexandria VA 223I4 If Si5u!terii Pine (SP or SPp) Isimb^r ts spec tied, the dsgsgn valises ire flM>ae elteetwe tMitf2j12 by ALSC gr progossday SWB 7777 Greer back Lana Suile 109 Citms Heights CA 95610 iTruss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGNOLIA_AVE C04 Common Truss 2 1 ,lob Reference (ootionah R34684720 BMC, Indio CA 92203 _5 10 9_ 5-10 8 _i I 3 8. 5 3 15 7 250 s Aug 25 2011 MiTek Industries, Inc Wed Jun 13 14 39 39 2012 Pagel ID 8JJ4TURZgwZkwcAyyN3Y8lz6zhu-LWRTWiKwkXywyhl^er3hXhXTSN7B0EYPTk6g0z6eHY _24 2 8_ 1-6-0 1 7 7 14 7 1-1 7 11-6 Plate Offsets (XYl. ( 1 0-4-0 0-3-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deli Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 41 Vert(LL) -0 24 5-7 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 96 Vert(TL) -0 53 5-7 >514 240 BCLL 0 0 * Rep Stress Incr NO WB 0 23 Horz(TL) 0 09 5 n/a n/a BCDL 10 0 Code 1BC2009/TP12007 (Matnx) Wind(LL) 0 05 1-8 >999 240 Weight 8E lb FT = 20% LUMBER TOPCHORD 2 X4DF Nol&BtrG BOTCHORD 2X4 DF Nol&BtrG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=1007/Mechanical 5=1173/0-3-8 {mm 0-1-8) Max Horz1=-57{LC 6) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-14 oc puriins Rigid ceiling directty applied or 10-O~0 oc braang MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection m accordance with Stabilizer Installation guide FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 1-2^2356/0,2-3-2091/0 3-9-2040/0 4-9=-2158/0 4-10^2424/0 5-10=-2489/0 BOTCHORD 1-11=0/2177 8-11=0/2177 8-12=0/1527 7-12=0/1527 7-13=0/2291,5-13=0/2291 WEBS 3-7=0/747 4-7=-474/64, 3-8=0/693 2-8-392/73 r NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf, BCDL=6 Opsf, h=25ft Cat II ExpC enclosed MWFRS (low-rise). Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) Refer to girder(s) for truss to truss connections 7) This truss IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-68 3-9=-68, 9-10=-78 6-10-68, 1-5=-20 e 14,2012 ^WAR>fjm} VenfCf desii/n paramt^er^ and READ mTBS ON nim AND mCLmyEBmiTXREFEamCE PAGE MI /473 BEFORBUSB Design valid for use only with MiTek connectors This design is loosed only upon parameters shown and is for on individual building componenI Applicability of design parameters and proper incorporation of componenI is responsibility ol building designer not Injss designer Brocing shown 15 lor lateral support of mdividuol web members only Additional temporary bracing to insure stability dunng constnjction is Ihe responsibillily ol Ihe erector Additional permanent bracing of the overoll structure is the responsibility of the building designer For generol guidance regarding Iobncalion quality control storage deliver/ erection and bracing consult ANSI/IPI1 Quality Criteria DSB 89 ond BCSI Building ComponenI Solely Inlormation available trom Tnjss Plote Institute 731 N Lee Slreel Suite 312 Aiesondna VA 22314 I' Suntfiem Pms (SP or iPp) iwcAsr is i 7777 GreenBack Lare Suite 109 CUIUS Heights CA 95610 Job Tmss Tmss Type Qly Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGNOLIA_AVE COS Special Truss 4 1 Job RpfBrence (ootionall R34684721 BMC Indio CA-92203 _5-J0J_ 5-10 9 _i 12-e_ 5 3 15 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 39 40 2012 Pagel IDSJJ4TURZgwZkwcAyyN3Yeiz6zhu pj-'r|2LYVq1narKrTMMIEIEhWri8lTRhe7UgDTz6eHX 16*7 I 22 B-8 I 5 3 15 6 2 1 Scale* 1 375 -J.-! 9-2- _7Jb4_ _ 22-8^8 _ _7_LL-«. ^Plate Offsets (X,Y). [7.0-4-0.0-3-4] LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IBC2009/rPI2007 CSI TC 0 45 BC 0 98 WB 0 23 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL} Wind(LL) in (loc) l/defl Ud PLATES GRIP 0 24 5-6 >999 360 MT20 220/195 0 54 5-6 >496 240 0 09 5 n/a n/a 0 05 5-6 >999 240 Weight 861b FT = 20% LUMBER TOPCHORD 2X4DFNo1&BttG BOTCHORD 2X4 DFNo l&Btr G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=1011/Mechanical 5=1054/0-3-8 (mm 0-1-8) Max Horz 1—37{LC 5) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-9-4 oc puriins Rigid ceiling directly applied or 10-0-0 oc braang MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection in accordance with Stabilizer Installation guide __. FORCES (lb)-Max Comp/Max Ten - All forces 250 {lb) or less except when shown TOPCHORD 1-2=-2369/0 2-3=-2103/0, 3-8=-2074/0, 4-8=-2192/0 4-9-2467/0 5-9=-2516/0 BOTCHORD 1-10=0/2189 7-10=0/2189 7-11=0/1540 6-11=0/1540 6-12=0/2332,5-12=0/2332 WEBS 3-6=0/759 4-6=-489/70 3-7=0/692 2-7-392/73 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 85mph,TCDL=8 4psf,BCDL=6 Opsf h=25ft Cat II ExpC enclosed, MWFRS (low-nse). Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This Iruss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied forthe green lumber members 6) Refer to girder(s) for truss to truss connections 7) This truss is designed in accordance with the 2009 International Buildmg Code section 2306 1 and referenced standard ANSI/TP11 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOAD CASEfS) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (pit) Vert 1-3=-68 3-8-68 8-9=-78 5-9=-68 1-5=-20 14.2012 ^WAmSf^, Vfv,fiidtr>tii»pan3mHpr'iandRhJIDm7TESONni!SAm)im-LimBDmTl!KRrj'ERE^ 7473 BEFORBUSB Design valid for use only iwlh MHali connectors This design is based only upon porameteis shown and is for an individual building componenI Applicability of design parameters and proper incorporation of componenI is lesponsibiiify of building designer nol livss deiigner Brocing shown IS lor lateral support ol individual web member: only Additional temporary bracing to insure stability dunng construction is the responsibillily of Ihe erector Addilional permanent bracing ot ihe overall slnjcture is Ihe responsibilily ol the building designer For general guidance regarding fabncotion quality control storage delivery erection and bracing consult ANSI/IPIl Quality Ciileiio DSB B9 and BCSI Building Component Safety Infoimation available from Tnjss Plate Institute 781 N Lee Street Suife3l2 Alesondna VA223I4 IS jSi^or SPp) jjp^ber IS speatted, the destgn ^aes are tftgse effEetweCS,1>t/?812fey AL^C cr pioposed by ^RB 7777 Greenback Lare Suite 109 Citnjs Heighls CA 95610 Job Tmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684722 1377_MAGNOLIA_AVE C06 Special Truss 1 1 .Inh Referf>nee (ootionall BMC Indio CA-92203 I 5_10_3 , 11 2 S 5-10 9 5 3 15 QUAUFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEIulENT OF COmECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW 7 250 s Aug 25 2011 MiTak Induslries Inc Wed Jun 13 14 39 42 2012 Page 1 ID 8JJ4TURZgwZkwcAyvN3Y9iz6zhu l57b8]Mo1SHVp9TEanPmJAJ02fObLNx_5RznHLz66HV 16-6 7 , 22 8 e I 5-3 15 6 2 1 .7J_14. 7 7 1< _7_LLe_ .Plate Offsets (X.Yl. [7.0-4-0,0-3-4] LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 ' BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0 54 BC 0 98 W8 0 23 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) -0 24 5-6 -0 55 5-6 012 5 010 5-6 l/defl Ud >999 360 >496 240 n/a n/a >999 240 PLATES MT20 Weight 86 lb GRIP 220/195 FT = 20% LUMBER BRACING TOPCHORD 2X4 DFNo l&Btr G TOPCHORD BOTCHORD 2X4 DFNo l&Btr G BOTCHORD WEBS 2 X 4 DF Stud G Structural wood sheathing directly applied or 3-1-5 oc puiims Rigid ceiling directly applied or 6-4-13 oc bracing REACTIONS (Ib/size) 1=1014/6-0-0 (mm 0-1-8) 5=1056/0-3-8 (mm 0-1-9) Max Horz 1=52(LC 13) MaxUplift1-356(LC9) 5^355(LC 12) Max Grav1=142S{LC 8), 5=1467(LC 7) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 1-2^3555/1096 2-3=-2710/462 3-8=-2133/43 4-8=-2795/464, 4-9-3429/910 5- 9=-3706/1112 BOTCHORD 1-10=-240/3080, 10-11-243/2567 7-11=-1109/3432 7-12=-1073/2746 6- 12=-1073/2746 6-13=-1039/3519 5-13=-1039/3519 WEBS 3-6=0/758 4-6=-501/83, 3-7=0/701, 2-7=-416/87 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf, BCDL=6 Opsf h=25ft Cat II ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * Tf)i5 truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit behveen the bottom chord and any other memt>ers 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed tn accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 8) This truss has been designed for a total drag load of 2391 lb Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0-0 for 398 5 plf LOAD CASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3-68 3-8=-68 8-9=-78 5-9^68 1-5=-20 MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, m accordance with Stabilizer Installation guide :2012 ^WARmm Vrr:fi/di!^r/nparnm>rtri-ii!ti!dREADmTESON'nmANDINCr UDED MTEK REFFRENTE PAGB MI /473 BEFORBUSB. Design valid ior use only with MiTek conneclors This design is based onl/ upon parameters shown and is tor an individual building component Applicability of design parameters ond proper incorporation of component is responsibility ot buiklmg designer not truss designer Brocing shown IS lor lateral support ot individual web members only Additional lemporaiy bracing fo insure stability during constnjction is Ihe responsibillily o' the erector Additional pennanenl bracing of the overall structure is the responsibility ol the buikjing designer For general guidance regarding fabrication quality control storoge deiiveiy ereclion and bracing consult ANSI/IPIl Quality Criteria DSB 89 and BCSI Building Component Safety Infomialion ovoilable from Tnjss Pkite Institute 731 N Lee Street Suile3l2 Alexandria VA223I'( If Ssiithern Ptns hP or SPp) lumbsn^ apeertisii. Ihie degigii .atoes are ihase ettective 0SiPt//'^i2 by ALSC cr proixiaad by STO 7777 Greenback Lare Suite 109 Citnjs Heights CA 95610 Job iTmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGNOUA_AVE C07 SPECIAL TRUSS 6 1 ,lob Reference (optionall R34684723 BMC Indio CA-92203 _i-6 0. 1 E-O _11-6_0_ 6 3 15 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 44 2012 Page 1 ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-hUEMZP03Z3XD2SdciCREObONnT4HpHUHZlSlMEz6eHT , _IS SJ5 [ 23-0-0 62 1 5 3-15 .i_24-6-0. 1.G-0 Scale ^ 1 43 0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW _Plate Offsets (X Y)_[9 0.4,0 0-3-_4]_ _!S*10_ _Z_1t4_ LOADING (psO TCLL 20 0 TCDL 14 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0 50 BC 0 96 WB 0 23 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) l/defl Ud 0 24 2-9 >999 360 0 53 6-8 >515 240 0 09 6 n/a n/a 0 07 6-8 >999 240 PLATCS MT20 GRIP 220/195 Weight 91 Ib FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Btr G BOTCHORD 2X4DFNo1&BtrG WEBS 2X4DFStudG REACTIONS (ib/size) 2=1136/0-3-8 {mm 0-1-12) 6=1177/0-3-8 (mm 0-1-13) Max Horz2=-51(LC 16) Max Uplift2=-488(LC 9) 6-486(LC 12) MaxGrav2=1637(LC 8) 6=1677(LC7) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-13 oc purlins Rigid ceiling directly applied or 5-10-5 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer _ I n stall at ion guide FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 2-3-3931/1372 3-4=-2843/580 4-10=-2117/21 5-10=-2900/578 5-11 =-3583/1148 6-11=-4028/1369 BOTCHORD 2-12=-1301/3556 9-12=-799/3155 9-13=-318/2002, 8-13=-318/2002 8-14=-758/3244 6-14=-1259/3645 WEBS 4-8=0/747, 5-8=-488/79, 4 9=0/711, 3-9=-423/81 NOTES 1) Unbalanced roof live loads have been considered forthis design 2} Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf, h=25ft. Cat II, ExpC enclosed MWFRS {low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) " This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 8) This truss has been designed for a total drag load of 2957 Ib Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-0-0 for 128 6 plf LOAD CASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plO Vert 1-4=-68 4-10=-68, 10-11=-78,7-11=-68, 2-6-20 012 ^WARNING Vcnfif limitia parrtmeiem and READ NOTES ONIJES AND mrLUnm) MITtH IfFI-PUFNTE PAGE MI 7473 BEFORE USE. Deagn valid for use only with Milek conneclors This design is based onty upon porometen shown and is for on individuol building component Applicability of design poromelers and proper incorporation ot componenI is responsibility ol building designer not truss designer Brocing shown IS for lateral support of individual web members only Additionol temporary bracing to insure stability durng construction is Ihe responsibillily of the eiecloi Additional permanent bracing oi the overall stnjcture is the responsibility of the building designer For general guidance regarding labricalion quality conlrol storage delivery ereclion and bracing consult ANSI/IPIl Qualily Criterio OSB 89 and BCSI Building Component Solely Inlomiation avoilo bie from Truss Pbte institute 781 N Lee Street Suite312 Alexandra VA 22314 1' Stijtfisfn PmsiS^or i)Pp| LTiber a sp^otii-d, tfie ttesgn vdi^s srethaae eWgstlva 0CT1I20IZ byALSC or proposed by SPiB 7777 Greenback Lane Suile 109 Cilrus Heighls CA 95610 Job Tmss Tnjss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684724 1377_MAGNOUA_AVE COS Common Truss 2 1 Jnh RpfnrencR InptinnnI) BMC Indio CA-92203 .6 2 1 S 2 1 -11-S-O. 5 3 15 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 45 2012 Pagel ID8JJ4TURZgwZkwcAyyN3Y8ii6zhu 9gokmlOhKNf4gcCpFvyTxo!<YlsQIYkgRnPBRugz6eHS IS 9_15 1 23 0-0 I 5 3-15 6-2 1 fx! li 11 8 12 7 13 5ia = Att = AKS = 1 7 11-fi 15-n in 7 11-H 7 1-4 7 11-K 1 .Plate Offsets (XY)_[ B 0-*-0.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 45 Vert(LL) -0 24 2-8 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 SC 0 98 Vert(TL) 0 55 6-7 >498 240 BCLL 0 0 ' Rep Stress Incr NO WB 0 23 Horz(TL) 0 09 6 n/a n/a BCDL 10 0 Code ieC2009/TP12007 (Matnx) Wind(LL) 0 05 6-7 >999 240 Weight 89 1b FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Btr G BOTCHORD 2X4 DFNo l&Btr G WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 6=1058/0-3-8 (mm 0-1-8) 2=1141/0-3-8 {mm 0-1-8) Max Horz2=57(LC 5) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-9-3 oc purtins Rigid ceiling directly applied or 10-0-0 oc braang MiTek recommends (hat Stabilizers and required cross braang be installed dunng truss erection m accordance with Stabilizer Jnstailatton guide FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 2-3^2422/0 3-4=-2132/0, 4-9=-2092/0 5-9=-2211/0 5-10=-2486/0, 6-10=-2534/0 BOTCHORD 2-11=0/2232 8-11=0/2232 8-12=0/1558 7-12=0/1553,7-13=0/2350 6-13=0/2350 WEBS 4-7=0/758, 5-7=-489/71 4-8=0/710 3-8=-410/66 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II, Exp C, enclosed MWFRS (low-nse) Lumber DOL=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 International Buildmg Code section 2306 1 and referenced standard ANSI/TP11 7) This tnjss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate increase=1 25 Uniform Loads (plf) Vert 1-4=-68 4-9=-68 9-10=-78 6-10=-68 2-6=-20 June 14,2012 ^ WARNING Vtmfti Heiufn parnint^et^ and READ NOTTS OW miS Am INC! UDED MTEK RFSEEENCE PAGE MS 7473 BEFORE USE Design valid ior use ont/ with MiTek connectors This design is based ont/ upon parameters shown and is lor an individual building component Applicabilily of design parameters and proper incorporation of component is responsibility of building designer not trusi designer Bracing shown IS lor loteral support ol individuol web members only Additional temporary bracing lo insure stability during construction is Ihe responsibillily ot the erector Addilional permanenl bracing ot Ihe overall slnjcture is the responsibility of the building designer For general guidance regarding Iobncalion quality control siorage deliver/ erection and bracing consult ANSI/TPIl Quolity Criteria OSB 89 and BCSI Building Component Safely informalion ovailoble (rom Tnjss Plote Institute 7B1 N Lee Streel Suit63i2 Alexondno VA 22314 If ^Cii^tern PmB jSPor SPpj usntieris speailied, the des^n values are it^tise eftettrve 05 01f20» by ALSC ^r prc|j 7777 GreenBack Lane Suite 109 CilniS Heights CA 95510 Job iTruss Truss Type Qty Ply 1377__MAGNOLIA_AVE jc09 Common Tnjss 1 1 BMC Indio CA-92203 SAN MARCOS/1377 MAGNOLIA Job Reference (optional). R34684725 _ii-s o_ 5-3 15 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 45 2012 Pagel ID 8JJ4TURZgwa^wcAyyN3Y8iz6zhu dsM6_5PJ4gnxlmn'7pcTiT0UINGo5HB5a03x_Q6z6eHR 16 9 15 I 23-0 D I 6 2-1 5 3 15 Si^\e • 1 38 D .7.1J-S_ _iLl1-6, _15_0JO_ 7 H -2?:OJ3_ _iJJ-«. _Plate_Offsets (XJ/j^p 0:4:0 0-3-_4L LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 ' BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IBC2009/rPI2007 DEFL Vert(LL) Vert(TL) Horz(TL) V\/ind(LL) in -0 24 -0 54 0 09 0 05 (loc) 1-7 1-7 5 1-7 l/defl L/d >999 360 >507 240 n/a n/a >999 240 PLATES GRIP MT20 220/195 Weight 86 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo ISBtrG BOTCHORD 2X4DFNo1&BttG WEBS 2 X 4 DF Stud G REACTIONS (Ib/size) 1=999/0-3-8 (mm 0-1-8), 5=999/0-3-8 (mm 0-1-8) Max Horz1=37{LC 5) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-10 oc puriins Rigid ceiling directly applied or 10-0-0 oc braang MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 1-2-2383/0 2-3=-2098/0 3-4=-2098/0 4-5=-2383/0 BOTCHORD 1-8=0/2211 7-8=0/2211 7-9=0/1503,6-9=0/1503 6-10=0/2211 5-10=0/2211 WEBS 3-6=0/723, 4-6=-429/72 3-7=0/723 2-7=-429/72 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Vynd ASCE 7-05, 85mph, TCDL=8 4psf BCDL=6 Opsf, h=25fl. Cat II ExpC enclosed MWFRS (low-nse) Lumber DOL=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rattng reduction of 20% has been applied for the green lumber members 6) This truss IS designed m accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard EXP /2-31-13 f4,2012 A, '^^NINO V<-nfy diniqn paraim^er-^ and RFAD NOTEt, ON Tim Am INCLUDFJ) MSWK RFJ'ERENCE PAGE MI 74 73 BEFORE USB Design valid lor use oniy wilh MiTek Connectors This design is based oniy upon paramelers shown and is for on individual building componenI Applicability of design paramelers and proper incorporation ol component is responsibility ot building designer not truss designer Bracing shown IS ior lateral support ot individual weo members only Additional temporor/ bracing to insure stability during construction is lhe responsibillily ot Ihe erector Additional permonent bracing of the overall structure is the responsibility ol the building designer For general guidance regarding labricalion quality conlrol storage delivery erection and bracing consult ANSIAPIl Quality Crileria DSB 89 ond BCSI Building Component Satety Infoimotlon ovoilable fromTrjss Plate Institute 7Bi N Lee Street Suite312 Alexondna VA223i4 it jio-jthern (SPor SPp) isimbsns apgplied, the design values aigthgse ettest^eSSlj1iiB^2 fay ALSC er prispased ^ SRB m MiTek 7777 Greenback Lano Suite 109 Cilnis Heig tils CA 95610 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684726 I377_MAGNOLW_AVE CIO Common Tmss 1 1 .iod Rfiferi^niTP InnfionsJ) BMC Indio CA-92203 6 2 8 Jl 2 8. 5-0-0 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 39 47 2012 Pagel IDBJJ4TURZgwZkwcAyyN3Y8iz6zhu-63wUBRQxr_vnvwMBNK_xOD0EBgT50aq|FjgXyZz6eHQ _Plate_Offsets (X Y) _[1 0-0-0 0-_1_-6] [5 0-2-13 0-_0:.11 LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 * BCDL 10 0 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1BC2009/TPI2007 CSI TC 0 62 BC 0 89 WB 0 51 (Matnx) DEFL Vert{LL) Vert(TL) Horz(TL) VUnd(LL) irj (loc) Udefl L/d 0 25 5-6 >999 360 0 54 5-6 >505 240 0 12 5 n/a n/a 0 17 8 >999 240 PLATES GRIP MT20 220/195 Weight 88 Ib FT = 20% LUMBER BRACING TOPCHORD 2X4 DFNo l&Btr G TOPCHORD BOTCHORD 2X4 DFNo l&Btr G BOTCHORD WEBS 2 X 4 DF Stud G REACTIONS {Ib/size) 1=1671/Mechanical 5=1254/0-3-8 (mm 0-1-8) Max Horz1=-37(LC 6) Max Upiif(1=-598(LC 3) 5=-200(LC 4? FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 1-2^4309/1794 2-3=-3586/1398 3-4=-2882/675 4-5=-3162/668 BOTCHORD 1-9-1671/3995 8-9=-1671/3995 8-10=-1671/3995 7-10-1671/3995 7-11=-625/2245 6-11 =-625/2245, 6-12=-588/2946 5-12=-588/2946 WEBS 3-6=0/732 4-6=-412/56 3-7=-942/1662 2-7-1306/817 2-8=-823/1022 Structural wood sheathing directly applied or 2-6-5 oc puriins Rigid ceiling directly applied or 5-0-10 oc braang MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered forthis design 2) Wind ASCE 7-05 85mph TCDL=8 4psf, BCDL=6 Opsf h=25ft Cat II Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green (umber members 6) Refer to girder(s) for truss to truss connections 7) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 9) Hanger(s) or other connection device{s) shall be provided sufficient to support concentrated load{s) 945 Ib down and 906 Ib up at 6-3-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section loads applied to the face of the tnjss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plale lncrease=1 25 Uniform Loads (plf) Vert 1-3=-6a 3-5=-68 1-5=-20 Concentrated Loads (Ib) Vert 8=-945(F) 4,2012 ^WARNim VrnfyrhsHfa paramater-; and READ NOTT^ ON tlllS Am }N€l UDED MTEK REFERENT. B FAGS Ml 74/3 BrMOREUSB Design valid tor use onty with MiTek connectors This design Is based only upon parameters shown and is lor on individual building component Applicability ol design parameters ond proper incorDOialion ol component Is responsibility of buikJing designer not trjss designer Brocing shown IS (or loterol support ol individual web members ont/ Additionol temporary bracing to insure stability dunng conslruclion is Ihe responsibillily ol the erector Additional pemianent bracing ol the overoll slnjcture is the responsibility of the building designer For general guidance regarding labrcotion quality conlrol storage delivery erection ond bracing consult ANSI/TPIl Quality Criteria DSB 89 and BCSI Building Component Safety Inloimalion availoble from Truss Plate Institute 731 N Lee Streel Suite 312 Aiexondno VA 22314 If i<:'jihsm Fme (sF or SPEI! \ j'^lssr is specifier! She des ofi values ar« ftose etSeetive f^iSI'Jyt? bv ALSC 7777 Greenback Lane Suite 109 Citrus Heigllts CA 96610 Job Truss Truss Type Qly Ply SAN MARCOS/1377 MAGNOLIA R34684727 1377_MAGNOLIA_AVE G11 Common Truss 3 1 Job Reference (oplionah BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 48 2012 Pagel lD8JJ4TURZgwZkv/cAyyN3YBiz6zhu-aFUtPnRZcl1eX4xOx1WAYRZym4SqlyClUNQ5V';z6eHP _ 22-8-8 _ 6 2 1 ^24 2.^. 1-6 0 _e-2_8 _6-2J_ _l 7_T_-\A^ _7_ll-6_ .Plate Offsets (X Y) _[1 0:0:0 0-_lz.0]^|Xa:6^(L(Htl3].ILQ:4£l2^-3-_81_ LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IBC2009/rPl2007 DEFL Vert{LL) Verl(TL) Horz(TL) Wind(LL) in (loc) l/defl Ud PLATES GRIP 0 33 8-9 >825 360 MT20 220/195 0 57 7-8 >473 240 MT20H 165/146 0 15 5 n/a n/a 0 29 9 >924 240 Weight 91 Ib FT = 20% Structural wood sheathing directly applied Rigid ceiling directly applied or 2-2-0 oc bracmg 1 Row at midpt 3-8 LUMBER BRACING TOPCHORD 2X4 DF No l&BtrG TOPCHORD BOTCHORD 2X4 DFNo ISBtrG BOTCHORD WEBS 2 X 4 DF Stud G WEBS WEDGE Left 2 X 4 SYP No 3 REACTIONS (Ib/size) 1 =2347/Mechanical 5=1638/0-3-8 (mm 0-1-12) Max Horz1=-57{LC 6) MaxUplift1-1251(LC 3) 5=-495(LC 4) FORCES (ib)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-6286/3702 2-3=-5117/2877 3-4=-3655/1434, 4-5=-3934/1415 BOTCHORD 1-10=-3461/5857 9-10-3461/5857 9-11=-3461/5857 8-11 =-3461/5857, 8-12=-1367/3013, 7-12-1367/3013 7-13=-1274/3659 5-13=-1274/3659 WEBS 3-7=0/715 4-7=-379/33 3-8-1912/2675, 2-8=-2117/1597 2-9=-1682/1916 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf, h=25ft. Cat II ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) All plates are MT20 plates unless otherwise indicated 4} This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any olher live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 6) A plate rating reduction of 20% has been applied for the green lumber members 7) Refer to girder(s) for truss to tmss connections 8) This truss is designed in accordance with Ihe 2009 Inlemational Building Code section 2306 1 and referenced standard ANSI/TP11 9) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load{s) 945 Ib down and 906 lb up at 6-3-4 and 945 Ib down and 906 lb up at 6-3-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others 11) In the LOAD CASE(S) section loads applied to the face ofthe truss are noted as front {F) or bacI((B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-68 3-6=-68 1-5=-20 Continued on page 2 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection in accordance with Stabilizer Installation guide ne 14,2012 Vr> ifn <fa.<^« parumetris ^.ndREAD MOTES ON Tim AND /WTLOIJSO MTEK REFEE^^E PAGE Ml 7473 BEFORE USE. Design volld for use only with Milek connectors This design is based ont/ upon parameters shown and is lor an individuol building component Applicability ol design pafomelers ond proper incorporation oi component is responsibiiif/ ol building designer not Injss designer Brocing shown IS lor lalerol support ot individual web members ont/ Additional temporor/ bracing to insure stability during construction is the responsibillily ot the erector Additional permanenl bracing ol the overall siruclure is the responsibility ol the building designer For general guidance regarding tabncation quolity control storoge delivery erection and bracing consult ANSI/IPIl Qualily Criteria DSB 89 and BCSI Buiiding ComponenI Safety infomialion avoilable from Truss Pbte Insfitute 7B1 N Lee Street Suite 31Z Ale-ondra VA 22314 if S&uihefo Ptne j^Par SPp) fijmbfcria sjaeettifd, She des'gn values arettiose eft8eti\eiK.'gtl21,'12 ay ALSC isrpropcaed by SPia. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job iTruss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34634727 1377_MAGNOLIA_AVE jCl1 Common Tnjss 3 1 .Inh Reference (optionall BMC Indio CA 92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 48 2012 Page 2 ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-aFUtPnRZcl1eX4xOx1WAYRZym4SqlyCtUNQ5V'>z6eHP LOAD CASE{S) Standard Concentrated Loads (lb) Vert 9=-1890(F=-945 B=-945) ^WARNING Vrnfij de^tjn parameters and READ NOTES ON nils Am INCt.mFJy MTEK REFERim-B PAGB mi 7473 BEFORE. USB. Oesign valid tor use only with MITek connectors This design is bosed only upon parameters shown and is lor an individual building component Applicability of design poromelers and proper incorporation of component is responsibility of buiklmg designer nol Iru^s designer Brocing shown IS lor lateral support of individuol web members only Additional temporary bracing to insure stability dunng constnjction is the responsibillily ol the erector Addilionol permanent bracing of Ihe overall structure is Ihe responsibility ol Ihe buikiing designer For general guidance regarding labricalion quality control storage delivery erection and bracing consult ANSI/TPIl Quality Crileria DSB 89 and BCSI Building ComponenI Satety Informalion ovoilable from Tnjss Plate Inslilute 731 N Lee Slreet Suite312 Alexandria V A 22314 Sf Soulhsrn "^nej^Por iiPpj lymfapris speu'ied the de«igii vitae» are ihois eHecOve 06fll1i2ut2 by ALSC gr proposed by SR8. 7777 Greenback Lane Suite 109 Cilni3 Heights CA 95610 Job iTnjss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R346e4728 1377_MAGNOLIA_AVE |C12 Common Truss 7 1 ,lob Reference [nptinnn 11 BMC Indio CA-92203 _e2e_ 628 .112 8 5-0-0 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 39 49 2012 Pagel ID8JJ4TURZgwZkwcAyyN3YSiz6zhu-2R2Fc7RBNb9V9EWaUI1P5e6F1UpFUWbOi19e1Rz6eHO 16-S 7 _22-a-8 i_24 2 a I 5 3 15 6-2 1 l.S-0 .Plate Offsets (X.Y). [1.0-1-4 0r_1-8]^[8 0^3^12 0-3-0]. LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IBC2009/TP12007 DEFL Vert{LL) Vert{TL) Horz(TL) Wind(LL) in (loc) -0 23 5-7 -0 41 5-7 0 02 5 0 02 5-7 l/defl Ud >856 360 >469 240 n/a n/a >999 240 PLATES GRIP MT20 220/195 Weight 90 lb FT = 20% LUMBER TOPCHORD 2X 4 DF No l&BtrG BOTCHORD 2X4 DFNo l&Btr G WEBS 2X4DFStudG BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 1=138/Mechanical, 9=1297/0-3-8 (mm 0-1-8) 5=761/0-3-8 (mm 0-1-8) Max Hoa1-57(LC 6) Max Uplift5=-22(LC 4) Max Grav1=348(LC 13) 9=1297(LC 1), 5=761(LC 1) FORCES (Ib)-Max Comp/Max Ten -All forces 250 (ib) or less except when shown TOPCHORD 1-2=0/439 3-4=-977/0 4-5=-1282/0 BOTCHORD 1-10=-339/31, 9-10=-339/31 9-11=-339/31 8-11=-339/31 8-12=0/421 7-12=0/421 7-13=0/1155 5-13=0/1155 WEBS 3-7=0/747 4-7=-433/64 3-8-710/0 2-8=0/707 2-9=-1012/0 Structural wood sheathing directly applied or 5-7-1 oc puriins Rigid ceiling directly applied or 6-0-0 oc bracmg MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 SSmph, TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II Exp C, enclosed MWFRS {low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit tjetween the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) Refer to girder(s) for truss to truss connections 7) This tmss is designed in accordance with the 2009 International Building Code seclion 2306 1 and referenced standard ANSI/TP11 8) Load case(s) 1 2 3 4 5 6 7 8 9 10, 11 12 13 14 15 16, 17 has/have been modified Building designer must review loads to verify that they are correct for the intended use of this truss 9) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 10) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-68 3-6=-68 1-9-36(F=-16), 5-9=-20 2) IBC BC Live Lumber lncrea5e=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-6=-28 1-9=-56(F=-16) 5-9=-40 Continued on page 2 14.2012 ^WARmm Vi-nfydem^parain>^>:nandRim>m}TESONmiSAmtNCLmEDmTBf<RBFW^ 7473 BrJFORl^USF, Design valid for use only wilh MiTek connectors This design ts based only upon paramelers shown ond ^ for on individual building componenf Applicability of design parameteis and proper incorporation ot componenI is responsibility of building designer nol tnjss designer Bracing shown IS lor loteral support ol individual web members only Additional temporary bracing lo insure stability dunng conslnjction is the responsibillily of the erector Additional pennanent bracing of the overall stnjcture is the responsibility oi the building designer For general guidonce regarding labricalion qualily conlrol storage delivery erection and bracing consult ANSI/TPIl Qualily Cnteria DSB 89 and BCSI Building ComponenI Solely mloimalion available trom Tnjss Plate Institute 781 N Lee Street Suite3l2 Alexondria VA 22314 tf S'HiihBrn ?ms (£P or iPp] tu'nber la gpegfied, the dciign vaitfes ^le those effgctive iiSifS^QSil by ALSC or i 7777 GreenDack Lane Suite 109 Cilms Heights CA 95610 Job Tmss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA Truss Type Qty Ply R346S4726 1377_MAGNOLIA_AVE C12 Common Tnjss 7 1 ,lnb Reference Inptinnnh BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 50 2012 Page 2 ID8JJ4TURZgwZkwcAyyN3Yeiz6zhu WecdqSSp8vHMmN5m2SYeeseQnt9UDzqAxhtfCZuz6eHN LOADCASE(S) Standard 3} MWFRS Wind Left Lumber lncrease=1 00 Plate lncrease=1 00 Uniform Loads (plf) Vert 1-3=9 3-5=2 5-6=-3 1 9=-28{F=-16) 5-9=-12 Horz 1-3^26 3-5=19 5-6=14 4) MWFRS Wind Right Lumber lncrease=1 00 Plate Increase=1 00 Uniform Loads (plf) Vert 1-3=2 3-5=9 5-6=24 1-9=-28(F-16), 5-9-12 Horz 1-3=-19 3-5=26 5-6=41 5) MWFRS 1st Wind Parallel Lumber lncrease=l 00 Plate lncrease=1 00 Uniform Loads (plf) Vert 1-3=9 3-5=-0 5-6=-6, 1-9=-28(F=-16) 5-9=-12 Horz 1-3^26 3-5=16 5-6=11 6) MV»/FRS 2nd Wind Parallel Lumber lncrease=1 00 Plate lncrease=1 00 Uniform Loads (plf) Vert 1-3=-0 3-5=9 5-6=24 1-9=-28(F-16) 5-9^12 Horz 1-3=-16 3-5=26 5-6=41 7) 1st unbalanced Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-68 3-6=-28 1-9=-36(F=-16) 5-9=-20 8) 2nd unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-6=-68 1-9=-36(F=-16), 5-9=-20 9) 1st Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plO Vert 1-3=-28 3-6-28 1-9=-36(F=-16) 5-9=-20 Concentrated Loads (Ib) Vert 10=-255 10) 2nd Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-6-28 1-9=-36{F=-16) 5-9=-20 Concentrated Loads (Ib) Vert 11 =-255 11) 3rd Moving Load Lumber Increase=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-6=-28 1-9=-36(F=-16) 5-9=-20 Concentrated Loads (Ib) Vert 12= 255 12) 4th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3 6=-28 1-9=-36(F=-16) 5-9=-20 Concentrated Loads (lb) Vert 13=-255 13) 5th Moving Load Lumber lncrease=1 25, Plafe lncrease=1 25 Uniform Loads {plO Vert 1-3=-28 3-6=-28, 1-9=-36(F=-16) 5-9=-20 Concentrated Loads (Ib) Vert 1=-255 14) 6th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-6=-28 1-9=-36(F=-16) 5-9=-20 Concentrated Loads (Ib) Vert 9=-255 15) 7th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28, 3-6=-28 1-9=-36{F--16) 5-9=-20 Concentrated Loads (Ib) Vert 8=-255 16) 8th Moving Load Lumber lncrease=1 25 Plate I ncrease=1 25 Uniform Loads (plf) Vert 1-3=-2B, 3-6=-28 1-9-36(F=-16) 5-9=-20 Concentrated Loads {lb) Vert 7=-255 17) 9th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-6=-28 1-9=-36(F=-16), 5-9=-20 Concentrated Loads (lb) Vert 5=-255 ^\9ARmm Vcnf<fd>jit<inparamt*>:r^andKEJtDmTESONn!lSAmiNCLmfJ)mTrMRErEREM'BPAr^ 7473 ELTORBUSB. Design valid lor use only wilh MileV. conneclors This design is based onty upon porameteis shown and is for on individual buikling component Applicobility ol design parameters and proper incorporation of componenI is responsibility ot building designer nol tnjss designer Bracing shown IS (or lateral support ol individual web members ont/ Additional lemporar/ bracing to insure slobilily during constnjclion is the responsibillily of the erector Addilionol permanenl bracing of the o erall stnjcture is Ihe responsibility ol the building designer For generol guidonce regarding fabrication quality control stonjge delivery erection and bracing consult ANSI/IPI1 Quolily Criterio DSB 89 and BCSI Building Component Satety Intormation available trom Trjss Plate Institute 781 N Lee Street Suite 312 Alexandria VA 22314 IT So-jthsrn Fme ibPor SPp) himber is soedied, ttve design values aie ttiose e'fertiv? Ifc/91'20t2 by ALbC or \ 7777 Greenback Lane Suile 109 Citrus Haignts CA 95610 Job Truss Tmss Type Qty Ply SAtJ rflARCOS/1377 MAGNOLIA R346e4729 1377_MAGNOLIA_AVE C13 GABLE 1 1 Job Reference (optionall BI^C Indio CA 92203 r 4 00 7 250 S May 11 2011 MiTek Irduslnes Ire Thu Jun 14 07 23 33 2012 Page 1 ID8JJ4TURZgwZkwcAyyN3Yaiz6zhu-BMoGkTZyeSJzxSFslR0Yemivsmyp(j0r6eOMAftjFz6PbK .22„8_8 I 24-2 8 , 11-6-0 ' 1-6-0 ' Scale = 1 39 2 21 3B 20 19 18 39 17 40 16 41 15 42 14 43 13 44 12 45 11 46 10 3x4 — 3x4 - _4-0 0_ 4-0 0 _6_2_8_ 2 2-a _Plate_Offsets_(X,Y) _[8 0-3_il4 0-1-81 -112 8., 5 0-0 . 22-5-6 _ 11-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 34 Vert(LL) -0 03 1-22 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 40 Vert(TL) -0 06 1-22 >999 240 BCLL 00 ' Rep Stress Incr NO WB 016 Horz(TL) 0 02 16 n/a n/a BCDL 10 0 Code 1BC2009/TPI2007 (Matnx) Wind{LL) 0 02 1-22 >999 240 Weight 1231b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS (ib)- 2 X 4 DF No l&Btr G 'Except* 2-5 5-7 2 X 6 DF No 2 G 2X4DF Nol&BtrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins Rigid ceiling directly applied or 5-3-6 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide Alt beanngs 16-6-0 except (jt=length) 1=Mechanical Max Horz 1=-56{LC 16) Max Uplift All uplift 1001b or less at ioint{s) 17 15 14 13 12,11 16 except 1=-499(LC 9) 20=-140(LC 24), 8=-594{LC 12) MaxGrav All reactions 250 Ib or less at joint(s) 20 except 1=923(LC 8) 21=725(LC24) 17=280(LC 41), 18=288(LC 40) 15=281(LC 43), 14=282{LC 44), 13=280(LC 45) 12=287(LC46) 11=449(LC 20) 8=797(LC 20) 16=544(LC 7), 10::323{LC 48) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOPCHORD 1-2=-1996/1408 2-3=-1448/933 3-4=-1168/1253, 4-5—858/937 5-6=-1003/1005 6-7=-1363/1444 7-8=-1725/1739 BOTCHORD 1-36=-1308/1892, 22-36-841/1563 22-37=-782/1272 21-37-468/993 21-38-845/806 20-38—782/743 19-20—71S/S80 18-19=-652/613 18-39—520/482 17-39—422/383 17-40=-323/284 15-42-260/223 14-42=-360/322 14-43=-459/421 13-43-558/519 13-44=-578/601 12-44=-756/717, 12-45=-855/816 11-45=-934/898, 11-46=-1053/1014 10-46=-1152/1113 10-47^1411/1337, 8-47-1619/1632 WEBS 4-21=-416/143 3-22=0/400 3-21=-802/137 6-11=-442/75 5-16=-517/73 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II, Exp C enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable or consult qualified building designer as per ANSI/TP11 4) All plates are 1 5x4 MT20 unless otherwise indicated 5) Gable studs spaced at 1-4-0 oc 6) This tmss has been designed for a 10 0 psf bottom chord live load nonconcun'ent with any other live loads 7) ' This truss has been designed for a live load of 20 Opsf on lhe bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 8) A plate rattng reduction of 20% has been applied for the green lumber members 9) Refer to girder(sj for tnjss to truss connections 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 Ib uplift at jrant(s) 17, 15,14,13 12 11 16 except Ot=lb) 1=499 20=140 8=594 11) This truss IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 June 14,2012 ••camSjemmTOTtr?—-*—~——~——a^; r^- --i^—~ *•••"••—"'••""'"^ — ' ' WARNtm Vrnfif dentin paramHtfm and RBJtO NOTES ON THIS Am INCLWBB MTEKRP!- ERBNTE PAGB mi 7473 BCPCRBI Design valid for use only with MiTek connectors This design is based only upon parameters shown and is lor on individual building component Applicability ol design parameters and proper incorporation of componenI is responsibility of building designer - not truss designer Brocing shown IS for lateral support of individual web members only Additional lemporar/ bracing to insure stability dunng construction is the responsibillily oi the erector Additional permanenl bracing ol the overall slnjcture is the responsibility of the building designer For general guidance regarding lobncotion quality control storage delivery erection and bracing consult ANSI/IPIl Quality Crileria DSB 89 and BCSi Buiiding ComponenI Solely inloimatlon avoitable from Truss Ptale Inslitule 781 N Lee Street Suile3l2 Aiexondno V A 22314 (' SQu^ritPhie{iPafSPp}lj'^S>ein sf eatied, the dgg.gn vgJiies are those eftsctfyg i;§DI'2i-I2i will MiTek 7777 Greenback Lane Suite IC Citnjs Heights CA 95610 Job Truss Truss Type Qty Ply SAN liflARCOS;i377 MAGNOLIA R346B4729 1377_MAGNOLIA_AVE C13 GABLE 1 1 Job Reference ioptionalt BIUlC indio GA 92203 r 7 250 s May 11 2011 UiTek Industnes Ino Thu Jun 14 07 22 34 2012 Page 2 ID 8JJ4TURZgwZkvreAyyN3Y8iz6zhu-ri'MexpaaPmRqYcp3b8XnBzS1VM93IIMnd0vpDhz6PbJ NOTES 12} This truss has been designed fora moving concentrated load of 250 Olb live and 5 Olb dead located al all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads 13) This truss has been designed fora total drag load of 3369 tb Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-8-8 for 148 4 plf 14) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber I ncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 4-5=-68 5-9=-68, 8-21-20 Trapezoidal Loads (plf) Vert 1=-68-to-4=-86(F=-18) 1=-36(F=-16)-to-21-54(F=-34) A ^ARmNa V<^ify d^i.f,a parameters aad READ NOTES Ohf TTHS AMS INVIAJDED MTEK RFFFEFNVE PAGE Ml 74 73 BEFORE USB Design valid for use only with tvlilek connectors This design is based onl/ upon parameters shown and is for an individual building component Applicability of design parameters and proper incorporation ol compxjnent is resr>onsibility of building designer not truss designer Bracing shown IS tor lalerol support of individual web members only Additional temporary bracing to insure stability during construction Is Ihe responsibillily ot the erector Additional permanent bn^cing ol the overoll slnjcture is the responsibility ot the building designer For general guidonce regarding fabrication quality conlrol storage delivery erection and bracing consult ANSI/TPIl Quality Crileria DSB 89 and BCSI Building Component Sately Inloimolion avoibble fiom Truss Ptale Inslilute 781 N Lee Streel Suite3i2 Aleiandno vA 22314 if lieutijeni Pins 'i? ar SP^) lymber is spectfied itie dea'Qii i 7777 Greenback Lane Suila 109 CitAiaHBights CA 95610 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA Truss Type Qty Ply R34684730 1377_MAGN0L1A_AVE CG01 Diagonal Hip Girder 1 1 Job Rfiferfincfl loptionall BMC Indio CA-92203 -4 5_1_ 4 5 1 7250sAug252011 MiTeklndustries Inc Wed Jun 13 14 39 55 2012 Pagel ID 8JJ4TURZgw2kwcAyyN3Y8iz6zhu tbPVW\WyzRwtt9zkr-78pLvMIOu?cuEQv5yczF5z6eHI _7 8 4 , I 11 3 0_ I 3-3 3 3-6-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in {loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 28 Vert(LL) -0 03 9-10 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 27 Vert(TL) -0 10 9-10 ^999 240 BCLL 0 0 • Rep Stress Incr NO WB 0 28 Horz(TL) 0 03 8 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 (Matnx) Wind(LL) 0 02 10 >999 240 Weight 50 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF Nol&BtrG 2X4 DF No l&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 8=684/Mechanica( 2=691/0-4-9 (mm 0-1-8) Max Horz2=88(LC 3) Max Uplifl2=-22{LC 3) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 2-11=-1370/0 3-11=-1338/0 3-12-966/0 4-12=-937/0 BOTCHORD 2 14=0/1297 10-14=0/1297,10-15=0/1297 9-15=0/1297 9-16=0/919,8-16=0/919 WEBS 3-9—436/0 4-9=0/394 4-8—1010/0 Structural wood sheathing directly applied or 5-8-2 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc braang MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide NOTES 1) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II, Exp C, enclosed MWFRS (low-nse). Lumber D0L=1 00 plate gnp D0L=1 00 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3} * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Will fit between the bottom chord and any other members 4) A plate rating reduction of 20% has been applied forthe green lumber members 5) Refer to girder(s) for truss to truss connections 6) This truss is designed m accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 7) Hanger(s) or other connection device(5) shall be provided suffiaent to support concentrated load(s) 4 Ib down and 46 Ib up at 2-9-3 4 Ib down and 46 lb up at 2-9-8 34 Ib down and 13 lb up at 5-7-7 34 Ib down and 13 lb up at 5-7-7 and 82 Ib down and 23 lb up at 8-5-6 and 82 Ib down and 23 Ib up at 8 5-6 on top chord, and 4 Ib down at 2-9-8 4 Ib down at 2-9-8 35 Ib down at 5-7-7 35 lb down at 5-7-7, and 52 Ib down at 8-5-6 and 52 Ib down at 8-5-6 on bottom chord The design/selection of such connection device{s) is Ihe responsibility of others 8) In the LOAD CASE(S) section loads applied to the face of the tmss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-5=-68 5-6=-28, 2-7=-20 Concentrated Loads (Ib) Vert 11=92(F=46, B=46) 12=-68(F=-34 B=-34) 13-163{F=-82 B=-82) 14=-4(F=-2 B=-2) 15=-35(F-18 B=-18) 16=-75{F=-37 B=-37) WARmm Vmfif ff-.^<^o parameters iwtd READ NOTES ON J5(/3 Am INCLUDBt) MTEK REFERFM'S PAGE Ml 7473 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown ond is tor on individual building component Applicability ot design paramelers and proper incorporation ot componenI is responsibility of buiklmg designer not tnjss designer Bracing shown IS for lateral support of Individual web members only Additional temporary brocing to insure stability during constnjclion is the responsibillily ot the erector Additional permanent bracing of the overall structure is the responsibility ol the building designer For general guidance regarding fabncation quality confrol storage deliver/ erection and bracing consult ANSI/TPIT Quality Crilorio DSB Sf and flCSI BuWdJng Component Solely inlomiolion available Irom Trjss Plate Institute 731 N Lee Slreel Suile312 Alexandria VA 22314 If iiaittern Pms (War ^?p)^J"^»beris spsrtitid the des^n values argtftose fitsctiw tf6.i?1/'i'jt2 by ALiiL or progosed fey SRB 7777 Greenback Lane SUIIB IDS Citnis Heights CA 95610 Job Truss Truss Type Qly Ply SAN MARCOS/1377 MAGNOLIA 1377_MAGNOLIA_AVE CJ01 Jack-Open Truss 2 1 Jnb Refprence lonlionah R346e4731 BMC, Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 56 2012 Page 1 ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-Lozu4WXakl2WUJYwP|f2t7uWllNbdl22JcMWnXz6eHH LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC Oil Vert(LL) -0 01 2-6 >999 360 MT20 220/195 TCDL 14 0 Lumber tncrease 1 25 BC 016 Vert(TL) -0 01 2-6 >999 240 BCLL 0 0 * Rep Stress Incr YES WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code 1BC2009/TPI2007 (Matnx) Wind(LL) 0 00 2 240 Weight 8 Ib FT = 20% LUMBER BRACING TOPCHORD 2 X 4 DF No l&Btr G TOPCHORD BOTCHORD 2X4DFNo1SBtrG BOTCHORD Structural wood sheathing directiy applied or 1-11-11 oc puriins Rigid ceiling directly applied or 10-0-0 oc braang REACTIONS (Ib/size) 2=234/0-3-8 (mm 0-1-8) 3=22/Mechanical 6=22/Mechanical Max Horz2=38(LC 3) Max Upllft2=-50(LC 3) 3=-5(LC 4) Max Grav2=362(LC 9), 3=22(LC 1) 6=277(LC 8) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown NOTES 1) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=2 5ft, Cat II, ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 4) A plate rating reduction of 20% has been applied for the green lumber members 5) Refer to girder(s) for truss to tmss connections 6) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 7) This tnjss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOAD CASE(S) Standard MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation quide 074486 lg fe 14,2012 ^WARtilNQ Verify dm,<fn parameters and READ mTF>S ON TIUS Am INCt UDED MITEHRBFBRFM'B PAGB Ml m73 BIJ'OBB i Design valid lor use only wilh MiTek connectors This design is based onl/ upon parameters shown and is lor an individual buiklmg componenI Aoplicobility of design parameters and proper incorporation ol component is responsibility of building designer nol truss designer Bracing shown IS for lalerol support ol individual web members ont/ Additional temporary bracing lo insure stability durng construction is the responsibillily of the erector Addilionol permanenl bracing oi the overall slnjcture is the responsibility ol the building designer For generol guidance regording fabrication quo lit/control storage delivery erection and bracing consult ANSI/rfil Qualify Criferfa DSfi 8? and BCSI Building Ctjmponmtl Solely 1 niormallon availoble from Trjss Pkite Institute 781 N Lee Stieet Suite3i2 Alesandno VA223i4 li ^gj'ljarn Pme hPor SPpiliirttoisspeaitied, ihe design values are these efjg^twe CS^^fgOl? iiy ALSC sr propasEd SPIIi 7777 Greenback Lane Suila 109 Citms Heights CA 9561Q JOtl Tnjss Truss Type Qly Ply SAN MARCOS/1377 MAGNOLIA * R34684732 1377_MAGNQLIA_AVE CJ02 Jack Open Tnjss 2 1 Jnb References lODtionall BMC Indio CA-92203 _1-6-0. l-S-O 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 39 56 2012 Page 1 ID 8JJ4TURZgwZkwcAyyN3Yeiz6zhu-Lozu4WXakl2V/UJYwPjf2t7uWclJvdl22JcMWnXz6eHH 3JL1J 1_ . I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 12 Vert(LL) -0 05 2-4 >907 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 40 Verl(TL) -0 07 2-4 >640 240 BCLL 0 0 ' Rep Stress Incr YES WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IBC2009/rP 12007 (Matnx) Wind{LL) 0 00 2 240 Weight 14 Ib FT = 20% LUMBER TOP CHORD BOT CHORD 2X4DF Nol&BtrG 2X4 DF Nol&BtrG BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins Rigid ceiling directty applied or 10-0-0 oc braang REACTIONS (Ib/size) 3=102/Mechanical, 2=307/0-3-8 (mm 0-1-8) 4=38/Mechanical Max Horz2=54(LC 3) Max Uplift3=-13(LC 3) 2=-39(LC 3) Max Grav3=102{LC 1) 2=403(LC 8), 4=293(LC 9) FORCES (Ib) - Max Comp/Max Ten - All forces 250 (Ib) or less except when shown NOTES 1) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat 11 ExpC enclosed MWFRS {low-nse), Lumber D0L=1 00 plate gnp D0L=1 00 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chond in all areas where a rectangle 3-6-0 latt by 1-0-0 wide will fit between the bottom chord and any other members 4) A plate rating reduction of 20% has been applied for the green lumber members 5) Refer to girder(s) for tmss to truss connections 6) This truss is designed m accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at ail panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE{S} Standard MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide — e 14,2012 ^ WARNim Venfi, liesi^n pa,a!m^ers ond READ NOJTS ON WIS Am INCLUDED MITEK REFERmCE PAGB Mil 7473 BEFORE USB. Design valid ior use only with MiTek connectors This design is based onl/ upon parameters snown and is for on individual building component Applicability oi design porameters ond proper incorporotion of component is responsibility of buiklmg designer nol truss designs Bracing shown IS ior lateral support of individual web members only Additional temporary bracing to insure stability during conslnjction is Ihe responsibillily ol the erector Additional pemianeni brocing ol lhe overall struclure is the responsibility of Ihe building designer For general guidonce regarding tabncation quolity conlrol storage deliver/ erecfion and bracing consult ANSI/TPIl Quality Crileria DSB 89 and BCSI Building Component Safety Infoimation available from Truss Plale Institute 731 N Lee Slreel Suite312 AleKondno VA22314 if Southern Pine ji^ff or SPp) \ j-nkefts specfied the dgSign v&lms aig those etteglwe SSimfl'iil b-j ALSC gf proposed ay SPtS. 7777 Greenback Lane Suite 109 Citrus Heighls CA 95610 Job Truss Tnjss Type Qty Ply SAN MARCOS/1377 MAGNOLIA • R346a4733 1377_MAGNOLIA_AVE GJ03 Jack-Open Truss 2 1 .lob Reference (onlmnnh BMC IndiO CA-92203 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 39 57 2012 Paget ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-p_XGIsYCV3AN6S76yQAHQKRfVie5MCHCYG53J_z6eHG 5 mii_ ] 5 1111 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 24 Vert(LL) -0 09 4-7 >826 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 46 Vert(TL) -0 16 4-7 >449 240 BCLL 0 0 * Rep Stress Incr YES WB 0 00 Hor2(TL) 0 01 2 n/a n/a BCDL 10 0 Code IBC2D09in-pi2007 (Matnx-M) Wind(LL) 0 01 4-7 >999 240 Weight 19 lb FT = 20% LUMBER TOP CHORD BOT CHORD 2X4 DF Nol&BtrG 2X4 DF No l&BtrG BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-11-11 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 3=150/Mechanical 2=418/0-3-8 (mm 0-1-8) 4=57/Mechanical Max Horz2=72(LC 3) Max Uplift3=-22(LC 3) 2=-21(LC 3) MaxGrav3=150(LC 1) 2=469(LC 9) 4=304(LC11) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOPCHORD 2-3=-1004/0 BOT CHORD 2-9=0/1099 NOTES 1) Wind ASCE 7-05, 85mph TCDL=8 4psf BCDL=6 0psf h=25ft Cat II ExpC enclosed MWFRS {low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 4) A plate rating reduction of 20% has been applied forthe green lumber members 5) Refer to girder{s) for truss lo truss connections 6) This truss IS designed in accordance with the 2009 Internattonai Building Code section 2306 1 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer .Installation guide June 14,2012 ^ WARmm Vfnfi, deiiqn parametem and READ NOTES ON THIS Am INCUmED mTEK mFBRmCB PAGB Ml 74 73 BCFORB USE Design valid tor use ont/ with MiTek connectors This design is based only upon pon^meters shown ond is for an individual building component Applicability ot design poromelers and proper incorporotion of componenI is responsibility of building designer nol tnjss designer Bracing shown IS for lateral support of individual web members ont/ Additional temporary bracing lo insure slobilily dunng construction is the responsibillily ot the erector Additionol permanenl bracing at the overall structure is Ihe responsibility ot the building designer For general guidance regarding labricalion quolity conlrol siorage delivery erection and bn^cing consult ANSI/IPIl Qualily Criteria DSB 89 and BCSI Building ComponenI Satety I ntoimatlon avoi table from Truss Plate institute 781 N Lee Streel Suile3l2 Alenonoiio VA 22314 If Scdiharn Pme {hPur SPpjh^term sfaee tigd, ttte design values ara those etlsstivgOS-^lfjOnby ALSC s' prepossd sy SPIS. 7777 Greenback Lane Suite 109 Ciirus Heights CA 95610 Job TnjsE Truss Type Qly Ply SAN MARCOS/1377 MAGNOLIA Qly R34684734 1377_MAGNOLIA_AVE DOI GABLE 1 1 Jnh Rpferenne (nplinnai) BMC Indio CA-92203 _1-6 D_ 1-6 0 -5-9 15. 5-9 15 _10 9 \2_ A n 13 7 250sAug252011 MiTek Industries Inc Wed Jun 13 14 <tO 00 2012 Pagel ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-DZCPwta5n_Yxzvi'rheZj_2z35SvYDZRZeSEKkwJz6eHD _23_1_8_ ii.0 _i3a 5. _Plate_Offsets (XJt). .0J^81 [12 0-5rO 0-1-8] [13 0-_5:0 0J,5]_ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 52 Vert{LL) -0 19 2-13 >854 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 95 Vert(TL) -0 46 2-13 >348 240 BCLL 0 0 ' Rep Stress Incr NO WB 0 54 Horz(TL) 0 03 12 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 (Matnx) Wnd(LL) 0 02 13 >999 240 Weight 1281b FT = 20% LUMBER TOPCHORD 2X4 DF Nol&BtrG'Except* 3-5 5-7 2 X 6 DP No 2 G BOTCHORD 2X4 DFNo l&Btr G WEBS 2 X 4 DF Stud G OTHERS 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-10-7 oc puriins Rigid ceiling directly applied or 6-0-0 oc braang MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installatton guide REACTIONS All beanngs 2-7-8 except Ot=length) 2=1-0-0 (lb)- Max Horz2=48(LC 13) Max Uplift All uphft 100lborlessatjoint(s)except 11=-436(LC 24) 8=-178{LC 16) Max Grav All reactions 250 lb or less at joint(s) 11 except 2=1041(LC 21), 12=1758(LC7) 10=587{LC 27), 8=490(LC 20) FORCES (lb)-Max Comp/Max Ten - Alt forces 250 {lb) or less except when shown TOPCHORD 2-3=-183S/56 3-4=-1655/0 4-5^1217/0 5-6=0/765 6-7-116/472 7-8=-475/643 BOTCHORD 2-38=0/1720 13-38=0/1541 13-39=-35/453, 12-39=0/360 12-40=-289/39 11-40=-342/92 11-41=-348/98, 10-41=-404/153 10-42=-527/277, 8-42-650/400 WEBS 4-13-534/0 5-13=0/993 5-12=-1406/0 6-12-578/0 NOTES 1) Unbalanced roof live loads have been considered for thts design 2) Wind ASCE 7-05, 85mph TCDL=8 4psf BCDL=6 Opsf, h=25ft Cat II ExpC enclosed MWFRS (low-nse), Lumber D0L=1 00 plate gnp D0L=1 00 3) Tmss designed far wind loads in the plane of the truss only For studs exposed to wind (normal to the face) see Standard Industry Gable End Details as applicable or consult qualified building designer as per ANSI/TPI 1-2002 4) All plates are 1 5x4 MT20 unless othenAnse indicated 5) Gable studs spaced at 1-4-0 oc 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 8) A plate rating reduction of 20% has been applied forthe green lumber members 9) This truss IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 10) This truss has been designed fora moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 11) This truss has been designed for a total drag load of 10001b Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21 -7-8 for 46 2 plf 12) In the LOAD CASE(S) seaion loads applied to the face of Ihe truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Conttnued on page 2 e 14,2012 WARNim Vrrtfy di^tijn paraineters and RFJU) mTESON nilS Am IXI mPJ? Mll'm REFERim:E FAGBMI 7473 BEFORE USB. Design valid tor use only wilh MiTek conneclors This design is based onl/ upon rxiiamelers shown ond ^ for an individua/ building componenI Applicability of design parameters and proper incorporation ol component is responsibility ol building designer nol tnjss designer Bracing shown IS lor lolerol support ol individuol web members only Additional temporory bracing to insure stability during conslnjction is the responsibillily of the erector Additional permanent bracing of the overall siruclure is the responsibility of the building designer For general guidance regarding labrcation quality control storage deliver/ erection and brocing consult ANSI/tfll Quolily Criteria DSB B? and BCSI Building ComponenI Satety Intomiation available from Irjss Plate Institute 731 N Lee Street Suite3i2 Alexandra VA223I4 " ' ' (ALSCcri 7777 Greenback Lane Suite 109 Cilms Heights CA 95610 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA Qty R346S4734 1377_MAGNQLIA_AVE DOI GABLE 1 1 .lob Referenne fnptionah BMC Indio CA-92203 7250sAug 252011 MiTeklndustries Inc Wed Jun 13 14 40 00 2012 Page 2 ID 8JJ4TURZgwZkwcAyyN3Yai;6zhu OZCPwla5n_YxzwrhQZ|_2z35SvYDZR2eEEKkwJz6eHD LOADCASE(S) Standard Uniform Loads {plO Vert 1-37=-68, 8-9=-68 Trapezoidal Loads (plf) Vert 37= 68-to-5=-92{F=-24) 5=-92(F=-24)-to-8^68 2=-37(F=-17)-to-39=-60(F=-40) 39=-60{F=-40)-to-8=-36(F=-16) J^WARNING VfTi/,) de'^tqn parainHeni a>>d RFJtD mms OMnUB Ami m:'SAmDD MTEK RFFERi-M-B PAGE M! 7473 BEFORBUSB Destgn valid for use only with MiTek conneclors This design is based only upon paramelers shown and is for an individual buiklmg component Applicobility of design poromelers and proper incorporotion of component is responsibility of building designer not truss designer Bracing shown IS for lateral supporl of individual web members only Additionol lemporar/ bracing to insure stability during construction is the responsibillily ot the erector Additional permanent bracing ol the overall stnjcture is Ihe responsibility of Ihe building designer For general guidance regarding fobncolion qut-lit/control storage delivery erection and bracing consult ANSI/TPIl Quolity Crileria DSB 89 and BCSI Buiiding Component Solely I nto imotlon available Irom Tnjss Plate Institute 781 N Lee Slreel Suile3i2 Alenandno V A 22314 If S-^ithsrii Fme iSi'or lumtaer is 3pggt»ri, ttia tfssigii it^iiss ihase etfeftive jJS Olfjfit^ fey AlSC or proposed SPiB 7777 Greenback Lane Suite 109 CUIUS Heights CA 95510 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684735 1377_MAGNOLIA_AVE D02 Common Truss 1 2 Job Reference (ooticinni) BMC Indio CA 92203 _5 9J.5_ 5 9-15 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 40 03 2012 Pagel ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-e8uXYvcz4vwWqNaGJhHhfbhe57cLmqw4wCYOXdz6eHA 15 39 . 21 7 9. I A 11 13 13 6 19 aj 21 0 3-) 5S 15 in 9-12 15 99 217 e 1 (11.4 SJi 11 4 11 11 4J1 13 • 1 ~ 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 43 Vert(LL) -0 11 5-6 >654 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 80 Vert(TL) -0 19 5-6 >366 240 BCLL 00 • Rep Stress Incr NO WB 0 44 Horz(TL) 0 02 6 n/a n/a BCDL 100 Code IBC2009/TPI2007 (Matnx) Wind(LL) 0 10 5-6 >702 240 Weight 2021b FT = 20% LUMBER TOPCHORD 2X4DF Nol&BtrG BOTCHORD 2X6DFSSG WEBS 2 X 4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS (Ib/size) 5=1573/7-11-0 (mm 0-5-10) 6=9003/7-11-0 (mm 0-5-10) 1=2360/0-5-8 (mm 0-1-8) Max Horz1=-34(LC 6) MaxUplift5=-976(LC 16) 6=-3505{LC 12) 1=-464{LC9) Max Grav5=1728(LC 20) 6=9003{LC 1), 1=2629(LC 8) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD BOT CHORD WEBS 1-2=-4066/154 2 3=-2050/239 3-4=-2018/95 4-5=-447/1214 1-10=-161/3840, 10-11=-17/3840 11-12=0/3840 9-12=0/3840 8-9=0/3840 8-13=0/3840 13-14=0/3840 7-14=0/3840 7-15=-837/34, 15-16=-837/0 16-17=-837/0, 17-18=-837/0 6-18=-837/9, 6-19=-e99/166, 19-20=-93S/166, 20-21-1005/211 5-21=-1106/413 3-7=0/1155,4-7=0/2849 4-6=-2137/0 2-7=-2226/0, 2-9=0/1322 NOTES 1) 2-ply truss to be connected together with lOd {0 13Tx3") nails as follows Top chords connected as follows 2X4-1 row at 0-9-0 oc Bottom chords connected as follows 2X6-2 rows at 0-3-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies except if noted as front (F) or back (B) face m the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless othenivise indicated 3) Unbalanced roof live loads have been considered for this design 4) VMnd ASCE7-D5, 85mph, TCDL=e4psf BCDL=6 Opsf, h=25ft Cat II Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6}' This truss has tieen designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 7) A plate rating reduction of 20% has been applied forthe green lumber members 8) This tnjss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 9) Load case(s) 1 2 3,4,5 6 7 8 9 10 11 12 13 14 15,16 17 18 19 20 21 22 23,24 25 26 27 28 29 30 31 has/have been modified Building designer must review loads to venfy that they are correct for the intended use of this tmss 10) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads 11) This truss has been designed for a total drag load of 1500 Ib Lumber D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom cUord from 0-0-0 to 21-7-8 for 69 4 plf 12) Hanger(s) or other connecfion device(s) shall be provided sutTicient to support concentrated load(s) 968 Ib down and 501 Ib up at 0-2-12, 328 1b down at 2-0-12 328lbdownat 4-0-12 328 lb down at 6-0-12 3281b down at 8-0-12 328 Ib down at 10-0-12,328 Ib down at 11-6-12 3281b down at 12-8-12 2327 Ib down and 1332 Ib up at 14-0-12, 2327 Ib down and 1332 lb up at 16-0-12, and 23271b down and 13321b up at 18-0-12 and 1651 Ib down and 680 Ib up at 20-0-12 on bottom chord The design/selection of ContSUJ^tfSW'^agS'S device(s) is the responsibility of others e 14,2012 ^WARNItlG Vf-r(/i(o!^.sn(3om;«H<!rsaH££RSjSO«OmSOWn!/aARD/M;^ 7473 BFJ^ORE USB Design valid tor use ont/ with MiEek connectors This design is based ont/ upon parameters shown and is (or an individual building componenI Applicability ot design poromelers and proper incorporation of component is responsibility of building designer nol tnjss designer Bracing shown IS tor lateral support of individual web members onl/ Additional temporary bracing to insure slobilily durng construction is the responsibillily of Ihe erector Additional permanent bracing ot the overoll slnjcture is the responsibility of the building designer For generol guidance regording 'abrcalion Quality control storage deliver/ erection and bracing consull ANSl/IFIt Qvallly Cnteria DSfl-8P and BCSI Bufldinu Component Satety infomialion ovoilable trom Trjss Plate Institute 781 N Lee Streel Suile3l2 Alexondria VA 22314 " ipegijied, the des gii value a &ie those ettscttve HWli^il by ALSC cr proposed by SPIB. 7777 Greenback Lane Suite 109 CItms Heighls CA 95610 Job Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R346e4735 1377_MAGNOLIA_AVE D02 Common Truss 1 2 Job Reference (optionall BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 1440 03 2012 Page2 ID8JJ4TURZgwZkwcAyyN3Y8iz6zhu eSuXYvcz4vwWqNaGJhHhfbhe57cLmqw4wCYOXdz6eHA LOADCASE(S) Standard 1} Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads {plf) Vert 1-3=-68 3-5-68 1-6=-36(F=-16), 5-6-20 Concentrated Loads (lb) Vert 6=-2327(F) 9=-172(F) 1=-968(F) 10=-172(F) 12=-172(F) 13-172(F) 14=-172(F) 15=-172{F) 16-172(F) 18=-2327{F) 19=-2327(F) 21=-1651(F) 2) IBC BC Live Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-5=-28, 1-6=-56(F=-16) 5-6=-40 Concentrated Loads (Ib) Vert 6=-742(F) 9=-72(F) 1=-293(F) 10=.72(F) 12=-72{F) 13=-72(F) 14=-72(F) 15=-72(F) 16=-72{F) 18=-742(F) 19=-742(F) 21=-735(F) 3) MWFRS Wmd Left Lumber Increase=1 00 Plate lncrease=1 00 Uniform Loads (plf) Vert 1-3=9 3-5=2 1-6=-28(F-16) 5-6=-12 Horz 1-3-26 3-5=19 Concentrated Loads (Ib) Vert 6=1263(F) 9=-61(F) 1=501{F) 10=-61(F) 12=-61(F) 13=-61{F) 14=-61(F) 15=-61{F) 16=-61(F) 18=1263(F) 19=1263(F) 21=610(F) 4) MWFRS Wind Right Lumber lncrease=1 00 Plate lncrease=1 00 Uniform Loads (plf) Vert 1-3=2 3-5=9, 1-6=-28(F=-16) 5-6=-12 Horz 1-3=-19 3-5=26 Concentrated Loads (Ib) Vert 6=1263{F)9=-61(F) 1=501(F) 10=-61(F) 12=-61(F) 13-61(F) 14=-61{F) 15=-61(F) 16=-61(F) 18=1263(F) 19=1263(F) 21=610(F) 5) MWFRS 1st Wind Parallel Lumber lncrease=1 00 Plate increase=1 00 Uniform Loads (plf) Vert 1-3=9 3-5=-0 1-6=-28(F=-16) 5-6=-12 Hon; 1-3=-26 3-5=16 Concentrated Loads (Ib) Vert 6=1263(F) 9=-61(F) 1=501(F) 10=-61(F) 12=-61(F) 13=-61(F) 14=-61(F) 15=-61(F) 16=-61(F) 18=1263(F) 19=1263(F) 21=610(F) 6) MWFRS 2nd Wind Parallel Lumber lncrease=1 00, Plate lncrease=1 00 Uniform Loads (plf) Vert 1-3=-0 3-5=9, 1-6=-28{F-16) 5-6=-12 Horz 1-3=-16 3-5=26 Concentrated Loads (Ib) Vert 6=1263{F) 9=-61(F) 1=501(F) 10=-61{F) 12=-61(F) 13=-61(F) 14—61(F) 15=-61(F) 16=-61(F) 18=1263{F) 19=1263{F) 21=610{F) 7) Regular-Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=-45 2-3=-45 3-4=-91 4-5-90, 1-6-36(F=-16) 5-6=-20 Horz 1-2=207,2-3=208 3-4=208 4-5=215 Drag 1-5—69 Concentrated Loads (lb) Vert 6=-2257(F) 9=-172(F) 1=-968(F) 10=-172{F) 12=-172(F) 13=-172{F) 14=-172(F) 15=-172(F) 16=-172{F) 18=-2257(F) 19=-2257(F) 21=-1581(F) 8) Regular-Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2-91 2-3—91 3-4—45 4-5-46, 1-6=-36{F=-16) 5-6—20 Horz 1-2=-207 2-3=-208 3-4=-208 4-5=-215 Drag 1-5=69 Concentrated Loads (Ib) Vert 6=-2257(F) 9=-172(F) 1=-968{F) 10=-172(F) 12=-172(F) 13=-172(F) 14=-172(F) 15=-172{F) 16=-172(F) 18=-225?{F) 19=-2257(F) 21=-1581(F) 9) MWFRS Wind Left-Drag LCftI Left Lumber Increase=1 33, Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=32 2-3=32 3-4=-21 4-5=-20, 1-6=-28(F=-16) 5-6=-12 Horz 1-2=181 2-3=182 3-4=227 4-5=234 Drag 1-5—69 Concentrated Loads (Ib) Vert 6=1332(F) 9-61(F) 1=501(F) 10=-61(F) 12-61(F) 13=-61(F) 14=-61(F) 15=-61{F) 16=-61(F} 18=1332(F) 19=1332{F) 21=680{F) 10) MWFRS Wind Left-Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plO Vert 1-2-14 2-3=-14 3-4=26 4-5=25 1-6=-28(F=-16) 5-6=-12 Horz 1-2—232 2-3—234 3-4—189, 4-5=-196 Drag 1-5=69 Concentrated Loads (Ib) Vert 6=1332(F) 9=-61(F) 1=501(F) 10=-61{F) 12=-61(F) 13=-61(F) 14~61(F) 15=-61(F) 16=-61(F) 18=1332{F) 19=1332{F) 21=680(F) 11) MWFRS Wind Right-Drag LC#1 Left Lumber Increases 1 33 Plate lncrease=1 33 Continued on page 3 j^WARNING 7cr<fit d>j}uin parti^neters and READ NOTES ON THIS Am INCI UDED WTBK ItPFrRENTE PAGB MI 7473 BEFORE USE Design valid tor use only with Mfiek connectors This design is based only upon poromelers shown and is for an individijal building component Applicobility ot design parameters and proper incorporation of component is responsibility ot building designer nol tnjss designer Brocing shown IS tor lateral support oi individual web members only Additional lemporary bracing to insure slobilily dunng constnjclion is the responsibillily of the ereclor Additionol permanent bracing of the overall structure is ihe responsibility ot the building designer For general guidonce regarding tobiication quality control storage delivery erection ond bracing consult ANSI/TPIl Quality Criteria DSB fl! and BCSI Building Component Safely Infomialion available trom Truss P kale Inslilute 781 N Lee Street Suite312 Aleiandra VA 22314 If ii:^.tt}iern Pine (SPar SPj>)l,j'^bef laspee'tied tha design values ar; those elective 06.0Wi/*2 by ALSC or proposed £ry gPiB- 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Tnjss Tnjss Type Qty Ply SAN MARCOS71377 MAGNOLIA Qty R34684735 1377_MAGNOLIA_AVE D02 Common Truss 1 2 Job Reference (npt in nal) BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 03 2012 Page 3 ID8JJ4TURZgwZkwcAyyN3Y8iz6zhu-e8uXYvcz4vwWqNaGJhHhfbhe57cLmqw4wCYOXdz6eHA LOADCASE(S) Standard Uniform Loads (plf) Vert 1-2=26, 2-3=26, 3-4=-14 4-5=-13 1-6=-28(F=-16), 5-6-12 Horz 1-2=187 2-3=189 3-4=234 4-5=241 Drag 1-5—69 Concentrated Loads (Ib) Vert 6=1332(F)9=-61(F) 1=501{F) 10=-61(F) 12=-61fF) 13-61(F) 14=-61(F) 15=-61{F) 16=-61(F) 18=1332(F) 19=1332(F) 21=680(F) 12} MWFRS Wind Right-Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=-21 2-3-21,3-4=32 4-5=31 1-6=-28(F=-16) 5-6-12 Horz 1 2=-226 2-3-227 3-4=-182 4-5=-189 Drag 1-5=69 Concentrated Loads (lb) Vert 6=1332{F) 9=-61(F) 1=501(F) 10-61(F) 12=-61(F) 13=-61(F) 14=-61(F) 15=-61(F) 16=-61(F) 18=1332(F) 19=1332(F) 21=680(F) 13) MWFRS 1st Wind Parallel-Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=32 2-3=32 3-4=-24 4-5-23 1-6=-28(F=-16) 5-6=-12 Hoiz 1-2=181 2-3=182 3-4=224 4-5=231 Drag 1-5—69 Concentrated Loads (Ib) Vert 6=1332(F)9=-61(F)1=501{F)10=-61(F) 12=-61(F) 13=-61(F) 14=-61{F) 15=-61(F) 16=-61(F) 18=1332(F) 19=1332{F) 21=680(F) 14) MWFRS 1st Wnd Parallel-Drag LC#1 Right Lumber lncrease=1 33, Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=-14, 2-3-14 3-4=23 4-5=22 1-6=-28(F=-16), 5-6-12 Horz 1-2=-232 2-3=-234, 3-4=-192 4-5=-199 Drag 1-5=69 Concentrated Loads (Ib) Vert 6=1332(F) 9=-61(F) 1=501(F) 10=-61(F) 12=-61{F) 13=-61(F) 14=-61(F) 15=-61(F) 16-61(F) 18=1332(F) 19=1332(F) 21=680(F) 15) MWFRS 2nd Wind Parallel-Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plO Vert 1-2=23 2-3=23 3-4=-14, 4-5=-13 1-6=-28{F=-16) 5-6=-12 Horz 1-2=190 2-3=192 3-4=234,4-5=241 Drag 1-5=-69 Concentrated Loads (Ib) Vert 6=1332(F) 9=-61{F) 1=501{F) 10=-61(F) 12=-61(F) 13=-61{F) 14=-61(F) 15=-61(F) 16=-61{F) 18=1332{F) 19=1332(F) 21=680(F) 16) MWFRS 2nd Wind Parallel-Drag LC#1 Right Lumber lncrease=1 33, Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=-24 2-3=-24, 3-4=32 4-5=31 1-6=-28(F=-16) 5-6=-12 Horz 1-2=-223 2-3=-224 3-4=-182,4-5=-189 Drag 1-5=69 Concentrated Loads (Ib) Vert 6=1332(F) 9=-61(F) 1=501(F) 10=-61(F) 12=-61(F) 13=-61(F) 14=-61{F) 15=-61(F) 16=-61(F) 18=1332(F) 19=1332(F) 21=680(F) 17) 1st unbalanced Regular Lumtier I ncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-68 3-5=-28 1-6=-36{F=-16) 5-6=-20 Concentrated Loads (Ib) Vert 6=-2327{F) 9=-172{F) 1=-968(F) 10=-172(F) 12=-172(F) 13=-172(F) 14=-172{F) 15=-172(F) 16=-172(F) 18=-2327{F) 19=-2327(F) 21=-1651(F) 18) 2nd unbalanced Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-5=-68 1-6=-36(F=-16) 5-6=-20 Concentrated Loads (Ib) Vert 6=-2327(F) 9=-172(F) 1=-968(F) 10=-172(F) 12=-172(F) 13=-172(F) 14-172(F) 15=-172{F) 16=-172{F) 18=-2327(F) 19=-2327(F) 21=-1651(F) 19) 3rd unbalanced Regular-Drag LC#1 Left Lumber lncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2-45 2-3=-45 3-4=-51 4-5=-50 1-6-36(F=-16) 5-6=-20 HofZ 1-2=207 2-3=208 3-4=208,4-5=215 Drag 1-5—69 Concentrated Loads (Ib) Vert 6=-2257{F) 9=-172{F) 1=-968(F) 10=-172(F) 12=-172(F) 13^172{F} 14=-172(F) 15-172(F) 16=-172(F) 18=-2257(F) 19=-2257(F) 21=-1581{F) 20) 4th unbalanced Regular-Drag LC#1 Left Lumber I ncrease=1 33 Plate lncrease=1 33 Uniform Loads (plf) Vert 1-2=-5 2-3-5 3-4=-91 4-5=-90, 1-6=-36(F=-16) 5-6-20 Horz 1-2=207 2-3=208 3-4=208 4-5=215 Drag 1-5—69 Concentrated Loads (lb) Vert 6=-2257(F) 9=-172(F) 1=-968(F) 10=-172{F) 12=-172(F) 13=-172(F) 14=-172(F) 15=-172(F) 16=-172(F) 18=-2257(F) 19=-2257(F) 21=-1581(F) 21) 5th unbalanced Regular-Drag LC#1 Right Lumber lncrease=1 33 Plate lncrease=1 33 Continued on page 4 ^ WARNim Ver,Jifdem^npa,xtim^f^i-^aiidRrjkDmTES ON nns AND INCI UDED mTEJfREFERim-E PAGB 7473 BEJ'GREUSE Design valid tor use only with MiTek connectors This design e bosed only upon parameters shown ond is tor an individual building componenf Applicability ol design parameters and proper incorporation of componenI is responsibility ol building designer not truss designer Bracing shown IS Ior lateral support ot individual web members only Additional lemporar/ bracing to insure stability dunng conslnjction is the responsibillily of Ihe ereclor Additional permanenl bracing ol the overall stmcture is the responsibility oi the building designer For general guidance regarding totjncalion quolity conlrol storage delivery erection and bracing consull AMSI/IPIl Quality Criteria DSB B9 and BCSI Building Component Safety inlormation availoble from Truss Pbte Institute 781 N Lee Street Suite 312 Alexandra VA 223i4_ ALSC cr proposciJ ijy 5f^B 7777 Greenback Lare Suite 109 Cilrjs Heights CA 96610 Job TRJSS Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684735 1377_MAGNOLIA_AVE D02 Common Truss 1 2 .iati Reference (oplicinai) BMC Indio CA-92203 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 40 03 2012 Page 4 ID 8JJ4TUR2gwZkwcAyyN3Y8iz6zhu-e8uXYvcz4vMvWqNaGJhHhfbhe57cLmqw4wCYOXdz6eHA LOADCASE{S) Standard Uniform Loads (plf) Vert 1-2-91 2-3=-91 3-4=-5 4-5=-6, 1-6=-36{F-16) 5-6=-20 Horz 1-2=-207, 2-3-208 3-4=-208 4-5=-215 Drag 1-5=69 Concentrated Loads (Ib) Vert 6-2257(F) 9=-172(F) 1=-968(F) 10-172(F) 12=-172(F) 13=-172(F) 14=-172(F) 15=-172(F) 16=-172{F) 18-2257{F) 19=-2257(F) 21=-1581{F) 22) 6th unbalanced Regular-Drag LC#1 Right Lumber lncrease=1 33, Plate lnciiease=1 33 Uniform Loads (plf) Vert 1-2=-51,2-3=-51 3-4=-45 4-5=-46 1-6=-36(F=-16), 5-6-20 Horz 1-2=-207 2-3=-208 3-4=-208 4-5=-215 Drag 1-5=69 Concentrated Loads (Ib) Vert 6=-2257(F) 9-172(F) 1=-968(F) 10=-172(F) 12=-172(F) 13=-172{F) 14=-172(F) 15=-172(F) 16=-172(F) 18=-2257(F) 19=-2257(F) 21-1581(F) 23) 1st Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-5=-28 l-6=-36(F=-16), 5-6=-20 Concentrated Loads (Ib) Vert 6=-1166(F) 9=-328(F) 1=-491(F) 10=-328(F) 11=-255 12=-328{F) 13-328(F) 14=-328{F) 15=-328(F) 16=-328(F) 18=-1166(F) 19=-1166(F) 21=-971{F) 24) 2ndMowng Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-5=-28 l-6=-36{F=-16) 5-6=-20 Concentrated Loads (lb) Vert 6=-1166(F) 9=-328(F) 1=-491{F) 10-328(F) 12=-328{F) 13=-583(F=-328) 14=-328(F) 15=-328{F) 16=-328(F) 18=-1166{F} 19=-1166{F) 21=-971{F) 25) 3rd Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads {plf) Vert 1-3-28 3-5=-28 1-6=-36(F=-15) 5-6=-20 Concentrated Loads (lb) Vert 6=-1166(F) 9=-328(F) 1-491(F) 10=-328(F) 12=-328(F) 13=-328(F) 14-328(F) 15=-328{F) 16=-32a{F) 17-255 18=-1166(F) 19=-1166{F) 21=-971{F) 26) 4th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-5=-28 1-6=-36(F=-16), 5-6=-20 Concentrated Loads (Ib) Vert 6=-1166(F) 9=-328(F) 1-491(F) 10=-328(F) 12=-328{F) 13=-328(F) 14—328(F) 15=-328(F) 16=-328(F) 18=-1166(F) 19=-1166{F) 20=-255 21=-971(F) 27) 5th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-5=-28, 1-6=-36{F=-16) 5-6=-20 Concentrated Loads (lb) Vert 6=-1166{F) 9=-328(F) 1=-746(F=-491) 10=-328{F) 12=-328(F) 13^32e{F) 14=-328(F) 15=-328{F) 16=-328{F) 18=-1166(F) 19=-1166(F) 21=-971(F) 28) 6th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plO Vert 1-3-28, 3-5-28 1-6=-36(F=-16) 5-6=-20 Concentrated Loads (Ib) Vert 6=-1166(F)9=-583(F-328) 1=-491(F) 10=-328(F) 12=-328(F) 13-328(F) 14=-328(F) 15=-328(F) 16=-328(F) 18=-1166(F) 19-11 S6(F) 21 =- 971 (F) 29) 7th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28, 3-5=-28 1-6=-36{F=-16) 5-6=-20 Concentrated Loads (lb) Vert 7=-255 6=-1166(F) 9=-328(F) 1=-491(F) 10=-328{F) 12=-328(F) 13=-328{F) 14=-328(F) 15=-328(F) 16=-328{F) 18=-1166{F) 19=-1166(F) 21=-971(F) 30) 8th Moving Load Lumt>er lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3-28 3-5-28 1-6=-36(F=-16) 5-6=-20 Concentrated Loads (Ib) Vert 6=-1421(F=-1156) 9-328(F) 1=-491{F) 10=-328(F) 12=-328{F) 13-328(F) 14=-328{F) 15=-328{F) 16-328(F) 18=-1166(F) 19=-1166(F} 21^971{F) 31) 9th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-28 3-5=-28 1-6=-36{F=-16), 5-6=-20 Concentrated Loads (Ib) Vert 5=-255 6=-1166(F)9=-328(F) 1=-491(F) 10=-328{F) 12=-328(F) 13=-328{F) 14=-328(F) 15=-328(F) 16=-328{F) 18=-1166(F) 19=-1166{F) 21-971(F) jfy^WARNim Vrrif^d^,,isn parameter and RFM> mTBS ON mis Am IM-LmUimWKREFnRFJNTEFAC.BM! 7473 BEFOREUSK Design valid ior use only wilh MiTek connectors This design is based only upon parameters shown and is for on individual building component Applicabilily of destgn pmramelers and proper incorporation ol component is responsibility of building designer nol tnjss designer Bracing shown IS tor lateral support of individuol web members onl/ Additional temporor/ bracing lo insure stobilily dunng constnjclion is the responsibillily of the ersclo! Additional permanent bracing of the overoll structure is the responsibility of the building designer For general guidance regording fabrication qua lit/conlrol storage deliver/ ereclion and bracing consull ANSI/Tfll Quality Criferfa OSB 8F and BCSJ StWJding Component Safety infomialion available from Tnjss Plate Institute 781 N Lee Stieet Suite 312 Aiexondno VA 22314 It Saiiihera Pme j^Pm SPpfttii^ens spsrJied, the deaign vaioes argftose e?feclivg^^1/'igj2by ALSC ct \ 7777 Greenback Lane Suite 109 Cilms Heights CA 95510 Job Truss Truss Type Qly Ply SAN MARCOS/1377 MAGNOLIA Truss Type Qly R34684736 1377_MAGNOLIA_AVE EOl Common Truss 2 1 .lob Reforonrp inndnnad BMC Indio CA 92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 06 2012 Paget ID8JJ4TURZgwZkwcAyyN3Y8iz6zhu-2jagAxfsNqJ5hrJrjiqOHEJEQKkrzGxWc/Vi27yz6eH7 ^3-6-0. 3.6-0 . . J:V-V Plate Offsets (X.Y) _[2 0-3-9 Edge] [2 0-5-6 0-3-61, [4 0:3-9 Edge] [4 0-5-6 0zi61 LOADING {psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 10 Vert(LL) -0 03 2-6 >999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 36 Vert(TL) -0 05 2-6 >999 240 BCLL 0 0 -Rep Stress Incr YES WB 0 10 Hofz(TL) 0 01 4 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 (Matnx) Wind(LL) 0 00 6 >999 240 Weight 33 1b FT = 20% LUMBER TOP CHORD 2 X 4 DF No 1 SBtr G BOT CHORD 2 X 4 DF No 1 SBtt G WEBS 2X4 DF Stud G REACTIONS (Ib/size) 2=413/1-8-0 (mm 0-1-8) 4=413/1-8-0 (mm 0-1-8) Max Horz2=-24(LC 15) Max Uplift2=-99(LC 9), 4-99(LC 12) Max Grav2=487(LC 8) 4=487(LC 7) FORCES (lb)-Max Comp/Max Ten - All forces 250 {Ib) or less except when shown TOPCHORD 2-3=-778/182 3-4=-780/183 BOT CHORD 2-7=-142/691 6-7=-42/691 6-8-42/694 4-8=-142/694 WEBS 3-6=0/329 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc braang MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection in accordance with Stabilizer J n sta HatLO n_g uide , NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf, BCDL=6 Opsf, h=25ft Cat II Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This tmss IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads 8) This truss has been designed for a total drag toad of 500 lb Lumtier D0L=(1 33) Plate gnp D0L=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 7-0-0 for 71 4 plf LOADCASE(S) Standard June 14,2012 ^ WARmm} Vmjii (itsiqn paximeters and READ NOTES ON WIS Am INCLUDED MTEK RBFr,BBNrB PAGB MI 7473 BEFORB USB Design valid lor use onl/ with MiTek conneclors This design is based ont/ upon parameters shown and is tor an individual building component Applicability ot design parameters and proper incorporation of component is responsibility of building designer not truss designer Bracing shown IS for lateral support of individual web members only Additional lemporary bracing lo insure stability dunng constnjclion is the responsibillily of the erector Addilionol permanent brocing of Ihe overall structure is the responsibility of Ihe building designer For general guidance regarding fobncation quality control storage delivery erection and brocing consult ANSiAPil Qualily Crileria DSB 87 and BCSI Buiiding Component Solety Inlormation available from Tnjss Plale Institute 781 N Lee Slreet Suite3iZ Alexondna VA 22314 If j^'em faie j^Por 5Pi3)fa7fterj3 spertied, ihedgg^iivaiiies ai^ ^ose e'ieeS-/e liSlilOtiSby ALSC cr proposed sy SR9- MiTek 7777 Greenback Lane Suite 109 Cilnjs Heighls CA 95610 Jot) Truss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA Truss Type Qty R34684737 1377_MAGNOLIA_AVE E02 Common Tnjss 2 1 ,loh Referpnne fnnlinnah BMC Indio CA 92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 07 2012 Page! ID SJJ4TURZgwZkwcAyyN3Y8iz6zhu-Wv720GfU87RyJ'7u1YXLdqRrOfk4RijDgrqWbgPz66H6 .7 0 0.. 3 8 0 XI s 4 1 5l4 II LOADING {psf) SPACING 2-0-0 CSI DEFL in (loc) l/def! Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 13 Vert{LL) -0 03 1-4 ^999 360 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 34 Vert(TL) -0 04 1-4 240 BCLL 0 0 ' Rep Stress Incr YES WB 010 Horz(TL) 0 01 3 n/a n/a BCDL 10 0 Code IBC2009/TP12007 (Matnx) Wind(LL) 0 00 4 :-999 240 Weight 21 Ib FT = 20% LUMBER TOPCHORD 2X4DFNo1SBttG BOT CHORD 2 X 4 DF No 1 &Btt G WEBS 2X4 DF Stud G REACTIONS (Ib/size) 1=295/0-3-8 (mm 0-1-8) 3=295/0-3-8 (mm 0-1-8) Max Hoa1=-11(LC 6) MaxGrav1=416(LC 11) 3=416(LC 13} BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceilmg directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and requited cross bracing be installed dunng truss erection in accordance with Stabilizer .Installation guide FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOPCHORD 1-2^638/0 2-3=-638/0 BOTCHORD 1-5=0/590 4-5=0/590,4-6=0/590 3-6=0/590 WEBS 2-4=0/325 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf, h=25ft. Cat II ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will ft between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 Internattonai Building Code section 2306 1 and referenced standard ANSI/TP11 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads LOADCASE(S) Standard e 14,2012 ^VfAMNING Venfy d>^iinparaim±em and READ NOlESONTiUSAmim'imVJO MITEK REFERENCE PAGE mi 7473 EEFOREUSm. Design valid for use only wilh MiTek conneclors This destgn is based only upon paramelers shown ond Is tor on individual building component Applicability of design parameters and proper incorporation ol component is respransibility of building designer nol truss designer Bracing shown IS for lalerol supporl ol individual web members onty Additional lemporary bracing lo insure stability dunng conslnjction is the lesponsibillily ol the erector Additional pemianent bracing of Ihe overall structure is the responsibility of the building designer For generol guidance regarding tabncation quality control storage delruer/ ereclion and bracing consull ANSI/TPIl QualffyCrtfeifa DSB SP ond BCSI Buildlna Component Safety Infoimation availoble from Tnjss Plole Institute 731 N Lee Slreel Suite3i2 Aiexondno VA223i4 If Sy^thernPme 'SPor SPp) Umb^r is spgeilied, the rfaftgin^oes are cttactivg CS-Ot 1^)12 tay ALSC gr propaasdby WB. 7777 Greenback Lane Suite 109 Cilnis Heights CA 95610 Job Tnjss Truss Type Qty Ply SAN MARCOS/1377 MAGNOLIA R34684738 1377_MAGNOLIA_AVE EJ01 Jack-Open Truss 8 1 Job Reference (optionall BMC Indio CA-92203 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 40 07 2012 Pagel ID ajJ4TURZgwZKwcAyyN3Y8iz6zhu-VW720GfU87RyJ''u1YXLdqRrJTk5wikmgrqWb9Pz6eH6 fl-o-o „ I _eate_Qffee!s (X^f) _[2 0-2-5 0-0-1]_ LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0 47 BC 0 31 WB 0 00 (Matnx-M) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0 07 -0 28 0 01 0 03 {loc) 4-7 4-7 2 4-7 l/def! >999 >335 n/a >999 Ud 360 240 n/a 240 PLATES GRIP MT20 220/195 Weight 25 lb FT = 20% LUMBER TOP CHORD BOT CHORD 2X4 DF Nol&BtrG 2X4DF NolSBttG BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-4-3 oc puriins Rigid ceiling directly applied or 10-0-0 oc braang REACTIONS (Ib/size) 3=202/Mech am cal, 2=528/0-3-8 (mm 0-1-8), 4=74/Mechanical Max Horz2=89(LC 3) Max Uplift3=-32(LC 3) 2=-15(LC 3) Max Gtav3=202(LC 1), 2=528(LC 1) 4=123(LC 2) FORCES {lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2-3-1390/0 BOTCHORD 2-4=0/1538 NOTES 1) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) * This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 4) A plate rating reduction of 20% has been applied for the green lumber members 5) Refer to girder(s) for truss to truss connections 6) This tmss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installatton guide 14,2012 ^WARmm ¥(^ifydii^qnparafru^rr^andRFsADNOTES0NnmAmiNCl.mFJ>mTEHft£FFRf-M-EFAGBmi 7473 BEFORBUSB Design valid for use onl/ with MiTek conneclors This design is based only upon parameters shown and is tor on mdiwdual building componenI Applicability of design parameters and proper incorporation of component is responsibility of building designer no' Injss designer Bracing shov/n IS lor lateral support of individual web membeis onty Additional temporor/ bracing lo insure stability during constrjction is the responsibillily oi the ereclor Additional pemonenl bracing ol the overall structure is the responsibility ot lhe building designer For general guidance regonding iobncalion quality conlrol storage delivery erection and bracing consull ANSI/TPIl Quality Criteria DSB 8? and BCSI Building Component Safety information avoikible from Truss Plate Institute 781 N Lee Slreel Suile312 Alenandna V A 22314 I' Scut hern Pins jsPor SPffjkmbcrts sggctied Itie designvalaea ar''those eijegtr.-etKffilJgOl^i^ ALSC > 7777 Greenback Lane Suite 109 CitnjE Heighls CA 95B10 Job Truss Truss Type Qty Ply SAN MARCQS/1377 MAGNOLIA Truss Type Qty R34684739 1377_MAGNOLIA_AVE LAY01 GABLE 1 1 Jnh Reference Inptmnall BMC Indio CA-92203 -9 8 !0_ 9 8 10 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 09 2012 Page t ID8JJ4TUR2gvi'2kwcAyyN3Y8iz6zhu-SlFppyhkglhgYllQfy05vsxmkYqKAdGzje?ikHz6eH4 _14 7_15 4 115 U 24 13 25 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 03 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 125 BC 012 Vert(TL) n/a -n/a 999 BCLL 0 0 * Rep Stress (ner YES WB 006 Horz(TL) 0 00 10 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 (Matnx) Weight 95 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4 DF No l&Btr G 2X4 DF No l&Btr G 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 6-0-0 oc puriins except end verticals and 2-0-0 oc puriins {6-0-0 max) 1-7 Rigid ceiling directly applied or 6-0-0 oc braang 1 Brace at Jt(s) 1 REACTIONS All beanngs 14-7-15 (lb) - MaxHor2l9=-127(LC6) Max Uplift All uplift 1001b or less at joint(s) 11 12 14 15 16 17, 13 except 19=-131(LC 8) MaxGrav All reactions 250 Ib or less at joint(s) except 19=254(LC 7), 10=285(LC 25) 11=356(LC 24) 12=332(LC23) 14=333(LC 21), 15=355(LC 20) 16=349{LC 19) 17=356(LC 18), 18=341(LC 8) 13=285(LC22) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installatton guide NOTES 1) Wind ASCE 7-05 85mph, TCDL=3 4psf BCDL=6 Opsf h=25ft Cat II, Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) Provide adequate drainage to prevent water ponding 3) All plates are 1 5x4 MT20 unless otherwise indicated 4) Gable requires continuous bottom chord beanng 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent w^th any other live loads 6) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members with BCDL = 10 Opsf 7) A plate rating reduction of 20% has been applied for the green lumber members 8) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 9) This tnjss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live toads 10) Design assumes 4x2 (flat onentation) puriins at oc spaang indicated fastened to truss TC w/ 2-1 Od nails LOADCASE(S) Standard ne 14,2012 ^WARNING Ver4f<id^tiinparameie>^,xndRP^mTrS0NT}mAmm:LSmEDMrrBKRFFBRmCBFAGEMI 7473 BEFOREUSK Design valid lor use only with MiTek connectors This design is bosed only upon parameters shown and is tor an individuol building component Applicability ol design porameteis and proper incorporation of component is responsibility of building designer not truss designer Bracing shown IS lor lateral support of individual web members only Additional lemporary bracing to insure stability dunng construction is the responsibillily ot the erector Additional pemianent brocing of Ihe overall siruclure is the responsibilily of Ihe building designer For general guidance regarding fabncation quality conlrol storage delivery ereclion and bracing consult ANSI/TPIl Quoilty Criteria DSB B9 and BCSI Building Component Safety Inloimatlon ovoilable from Ttuss Plate Inslilute 781 N Lee Street Suite3l2 Ale^andna VA 223I4 if Sfajtfiern Pins jSPor iPp) hmham speiytied, the design values are ilica^ t;l'eft?¥e06'0t'3iH2i^ALbC rir j 7777 Greenback Lane Suite 109 Cilnis Heights CA 95610 Job j Truss Truss Type Qly Ply SAN MARCOS/1377 MAGNOLIA R346B4740 1377_^MAGNOLIA_^A VE jVDI Valley Truss 1 1 Job Rflference lapliongd BMC Indio CA-92203 JO ID 12. 10 ID 12 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 10 2012 Pagel ID BJJ4TURZgwZkwcAyyN3Y8iz6zhu-!iUpB0liMR2pXASccDfvKS4TpTx5Hv4S6XolFHiz6eH3 _10 15J!- _Plate Offsets {X Y)_[4 Edge 0-3-9]_ LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1BC2009/TPI2007 CSI TC 0 55 BC 0 39 WB 0 07 (Matnx) DEFL Vert(LL) Vert(TL} Horz(TL) in (loc) l/defl L/d n/a -n/a 999 n/a -n/a 999 0 00 4 n/a n/a PLATES GRIP MT20 220/195 Weight 35 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4DF Nol&BttG 2X4DF Nol&BtrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directty applied or 6-0-0 oc puriins except end verticals Rigid ceiling directly applied or 10-0-0 oc braang REACTIONS (Ib/size) 1=162/10-10-12 (mm 0-1-8) 4=201/10-10-12 (mm 0-1-S), 5=502/10-10-12 (mm 0-1-8) MaxHorz1=85(LC 3) MaxGrav1=343(LC 9) 4=365(LC 11), 5=529(LC 10) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown WEBS 2-5^381/65 MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide NOTES 1) Wnd ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II Exp C, enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) Gable requires continuous bottom chord beanng 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed m accordance writh the 2009 Intemational Building Code section 2306 1 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard 4,2012 £^'^hR.Nimi Verifif dt-stfinpararmi:^^ and REAIimTES ON nm Am INC!Amm MTEK REFERENCE FAGB MI 74TA BBFORBIMB Design volid lor use only with MiTek connectors This design is based only upon parameters shown ond is tor an individual buiklmg component Applicobility ot design parameters and proper incorporation ot component is responsibility ol buikJing designer nol tnjss designer Bracing shown IS lor lateral support of individual web members ont/ Additionol temporary bracing to insure stability dunng constnjclion is the responsibillily of lhe erector Additional permanenl bracing ol the overall structure is Ihe responsibility ot Ihe building designer For general guidance regarding fabrication quality conlrol storage delivery erection and bracing consult ANSI/TPIl Quality Crileria DSB 89 ond BCSI Building Component Solely Informalion available from Tmss Pbte Inslilule 781 N Lee Stieet Suite 312 Aiexondno VA 22314 haatftam Pifig f^PgrSPp^featbgri'^ SEBCijied, fts dgi'3« values i " " 7777 Greenback Lane Suite 109 Citni3 Heights CA 95610 Job 1 Truss Tnjss Type Oty Ply 1377_MAGNOI-IA_AVE |V02 Valley Truss 1 1 BMC Indio CA 92203 SAN MARCOS/1377 MAGNOLIA Job Reference (optional). 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 40 11 2012 Paget ID8JJ4TURZgwZkwcAyyN3Y8iz6ztiu-PgNZEej^CMxOocBpnMQZ_H03DLS_eXrFmSUppAz6eH2 I 10 12 I ^le • 1 22 E rXXXXXX.XXXXXXXXXXAXXXXXXXXXXXXXXXXXXXAXXAXX LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 , TC 016 Vert(LL) n/a nia 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 36 Vert{TL) n/a n/a 999 BCLL 0 0 * Rep Stress Incr YES WB 0 06 Horz(TL) 0 00 n/a n/a BCDL 10 0 Code 1BC2009/TPI2007 (Matnx) Weight 28 Ib FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4DF Nol&BtrG 2X4DF Nol&BtrG 2 X 4 DF Stud G 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins except end verticals Rigid ceiling directly applied or 10-0-0 oc braang REACTIONS {Ib/size) 1=106/8-10-12 (mm 0-1-8) 4=149/8-10-12 Max Horz1=68(LC 3) MaxGrav1=313(LC9) 4=336(LC 11) 5=492(LC 10) (mm 0-1-8) 5=434/8-10-12 (mm 0-1-8) MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown WEBS 2-5=-335/59 NOTES 1) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf, h=25ft. Cat 11 ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) Gable requires continuous bottom chord beanng 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed fora live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 International Building Code seclion 2306 1 and referenced standard ANSI/TP11 7) This truss has been designed for 3 moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard e 14,2012 ^ WARmNQ Veiify de^ujn pa,am<-fei's and READ NOTES ONTim Am INCt UDLJ} mrEK Rf^ERmirB PAGBMS 7473 BEJ^ORB t/SE. Design valid loi use only with MiTek connectors This design is based ont/ upon parameters shown and is for on individual buikJing component Applicability ot design poromelers and proper incoiporalion of component is responsibility ol building designer nol truss designer Bracing shown IS for lateral supporl of individual web members only Additionol temporary bracing lo insure stobilily durng constnjction is the responsibillily of lhe erector Additional permanenl bracing ot the overall stmcture is Ihe responsibility of Ihe building designer For generol guidance regarding fabncotion qualit/ conlrol storage delivery erection and bracing consult ANSI/TPIl Quality Crileria DSB 89 and BCSI Building Component Salety Inloimatlon available from Truss Plate institute 781 N Lee Streel Suite312 Alerandna VA 22314 PiCiitheroPme j>*^or SPp) hiTther is Sfecitied design yg^asaiettose eiigi.tm'J6i'0tOLi12 fey ALSC er proposed sy SPiS 7777 Greenback Lane Suite 109 Citrus Heig Ills CA 95610 Job Truss Truss Type Oty Ply SAN MARCOS/1377 MAGNOLIA R34684742 1377_MAGNOLIA_AVE |V03 Valley Truss 1 1 Job Reference (oDtionall BMC India CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 11 2012 Paget ID8JJ4TURZgwZkwcAyyN3Y8iz6zhu P9NZEei-'CMxOocBpnMQZ_H0''yLMWeXIFmSUppAz6eH2 •JO 12__ J LOADING {psO SPACING 2-0-0 CSI DEFL in (loc) 1/defI Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 43 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 71 Vert(TL> n/a n/a 999 BCLL 0 0 • R^p Stress Incr YES WB 0 00 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code IBC2009/TP12007 (Matrix) Weight 21 Ib FT = 20% LUMBER TOPCHORD 2 X4 DFNo l&Btr G BOTCHORD 2 X4DF Nol&BttG WEBS 2 X 4 DF Stud Q BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-10-12 oc puriins, except end verticals Rigid ceilmg directly applied or 10-0-0 oc bracing REACTIONS {Ib/size) 1 =25?/6-10-12 (mm 0-1-8) 3=257/6-10-12 (mm 0-1-8) Max Horz1=50(LC 3) Max Grav1=395{LC 8) 3=395(LC 9) FORCES (lb)-Max Comp/Max Ten - All forces 250 {lb) or less except when shown NOTES 1) Wlnd ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cat II, Exp C, enclosed, MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 2) Gable requires conttnuous bottom chord beanng 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 Internattonai Building Code section 2306 1 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concenUated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurtent with any other live loads LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer _lnstallatLo_n_guide June 14,2012 ^ WAimm Venfi, £/™./« pa,-<,meier^ n^dMEAD NOTES ON TWS Am INCLUDED MTEK RFJ^FRhNVE FACE MI 74 73 BEFORE USF, Design volid lor use only with MiTek connectors This design is based only upon parameters shown and is tor an individuol building component Applicability ot design parameters and proper incorporation of component is responsibility ot building designer not truss designer Brocmg shown IS for lateral support ol individual web members ont/ Additional temporary brocing to insure stability during constnjction is the responsibillily of the erector Additional permanent bracing of the overoll stnjcture is the responsibility of the building designer For general guidance regarding fobncation quqiily control slorqge delivery ereclion and bracing consult ANSI/TP11 Quality Criteria DSB 8? and BCSI Building Component Satety Infoimation available troinTnjss Plole Instltule 781 N Lee Stieet Suite 312, Alesandno VA 223I4 I' Sc Jthern Pme 'SPor SPp) lunifaens spealied, the defon t-aluea aic those effective 06/0tf/ul2 by ALSC or i 7777 Greer back Lare Suite 109 Citms Heights CA 95610 Job Tnjss Tnjss Type Valley Truss Qty 1 Ply 1 SAN MARCOS/1377 MAGNOLIA 1377_MAGNOLIA_AVE V04 Tnjss Type Valley Truss Qty 1 Ply 1 .iob Reference foDlionail R34684743 BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 12 2012 Pagel ID ajJ4TURZgwZkwcAyyN3Y8iz6zhu-ltxxRjdzg3EPmm'7L4xoXVZEIImUN_''P''6EMLcz6eH1 J 10 12 4 10 12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 18 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 41 Vert(TL) n/a n/a 999 BCLL 0 0 * Rep Stress Incr YES WB 0 00 Horz{TL) 0 00 3 n/a n/a BCDL 10 0 Code IBC2009n"PI2007 (Matnx) Weight 141b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No l&Btr G 2X4DF Nol&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-10-12 oc puriins except end verticals Rigid ceilmg directly applied or 10-0-0 oc braang REACTIONS (Ib/size) 1=169/4-10-12 (min 0-1-8) 3=169/4-10-12 (mm 0-1-8) Max Horz1=33(LC 3) MaxGrav1=347(LC8) 3=347(LC 9) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown NOTES 1) Wind ASCE7-05 85mph TCDL=84psf BCDL=6Opsf h=25ft, Cat II ExpC enclosed MWFRS (low-nse), Lumber D0L=1 00 plate gnp D0L=1 00 2) Gable requires conttnuous bottom chord beanng 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4}' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance v^th the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid pands and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross braang be installed dunng truss erecfion in accordance with Stabilizer Installation guide 4.2012 ^ WARNJm Vertfi, (its,^n paramiifern and READ NOTES ON TfUS sm INCLUDED MTEK REFERmSCE PAGB Kit 74-73 BEFORE USE. Design valid lor use only with MiTek connectors this design is based only upon poromelers shown and is for an individual building component Applicability ol design parameters and proper mcorporotion of component is responsibility ot buiklmg designer not tmss designer Brocing shown 15 tor lalerol suppoh ol individual web membeis only Additionol lemporar/ bracing to insure stability during construction is Ihe responsibillily of the ereclor Additional permanent bracing of Ihe overall structure is Ihe responsibility ol the buikJing designer For general guidance regarding fabrication quality conlrol storage delivery erection ond bracing consull AMSI/TPll Quality Criteria DSB 89 ond BCSI Building ComponenI Satety Intormation available from Tmss Plate Institute 731 N Lee Slreet Sutfe3l2 Alexandria VA 223I4 if Sr-uthern Pme {bPor IPyj tafthe-r is spe&^ied, dei'gn vaines are those etUstivs mQiUm by ALiC or \ 7777 Greenback Lane Suite 109 Citnjs Heiglils CA 95610 Job jTnjss Truss Type Qty Ply 1377_MAGNOLIA__AVE V05 Valley Truss 1 1 BMC Indio CA-92203 SAN MARCOS/1377 MAGNOLIA Job Reference (optional). R34684744 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 13 2012 Page 1 ID 8JJ4TURZ5wZkwcAyyN3YSiz6zhu-L3VJeKkFjzB51wLBunS13i5Rh9AB6RFYDmzwt2z6eH0 .Plate Offsets {X,Y)_[2 0-3-2 Od^-11]_ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 04 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 016 Vert{TL) n/a n/a 999 BCLL 0 0 * Rep Stress Incr YES WB 0 00 Horz{TL) -0 00 3 n/a n/a BCDL 10 0 Code IBC 2009/TP12007 (Matnx) Weight 71b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No ISBtrG 2X4 DF No l&BtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-10-12 oc puriins except end verticals Rigid ceiling directly applied or 10-0-0 oc braang MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=81/2-10-12 (mm 0-1-8), 3=81/2-10-12 (mm 0-1-8) Max Horz1=16(LC 3) Max Grav1=299(LC 8), 3=299(LC 9) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05 85mpti TCDL=8 4psf BCDL=6 Opsf, ri=25fl Cat 11 Exp C, enclosed, MWFRS (low-nse). Lumber D0L=1 00 plate gnp D0L=1 00 2) Gable requires conttnuous bottom chord beanng 3) This truss has been designed fora 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied for the green lumber members 6) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP11 7) Thistmss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard e 14,2012 WARNim - Ver,fii dii^ujn parainHcr^ and READ IVOm' ON TSilS Am H^LUIIBD MlTnKRBF BRBNCB PAGBMl 7473 BEFORE USB. Design valid lor use only with MiTek connectors This design is based only upon porameteis shown ond is for on individual bulkSing ComponenI Applicabilily Ol design parameters and proper incorporation of component is responsibility ot building designer not tnjss designer Bracing shown IS for lateral support of individual web members ont/ Additionol temporor/ bracing lo insure stability dunng constnjction is the responsibillily ot the erector Additional permanent bracing of the overoll stnjcture is the responsibility of the building designer For generol guidance regarding tabncation quality control storage delivery erection and bracing consult ANSI/IPIl Quality Criterio DSB 89 and BCSI Building Component Safely intomiation available Irom Tnjss Plate Institute 781 N Lee Streel Suite3l2 Aiexondno VA 22314 If bj-jttisrn PiM (;Pcr SPpjlurniteris spsc.ti^d thedsgignvaiiiesara thetsgefaetivgDSIOI'aSfa ALSC or j 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 JoO jTruas Tmss Type Qly Ply 1377_MAGNOLIA_AVE |V06 Valley Truss 3 1 BMC Indio CA-92203 SAN MARCOS/1377 MAGNOLIA Job Reference (eetiorsl)- R34684745 = 7 250 s Aug 25 2011 UiTek Industnes Inc Wed Jun 13 14 40 13 2012 Paget ID BJJ4TURZgwZkwcAyyN3Y8iz6zhu L3VJeKkFjzB51wLBunS13i5R399w6RFYDm2w12z6eH0 I _4 0-0 . I ano Fi2~ .Plate Oft^sets {X Y) _[2 0-2-0 £dgel_ LOADING (psf) TCLL 20 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0 01 BC 0 20 WB 0 00 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) n/a - n/a 999 Vert{TL) n/a - n/a 999 Horz(TL) 0 00 3 n/a n/a PLATES GRIP MT20 220/195 Weight 9Ib FT = 20% LUMBER BRACING TOPCHORD 2X4DFNo1&BtrG TOPCHORD BOTCHORD 2X4DFNo1&BtrG BOTCHORD Structural wood sheathing directly applied or 4-0-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc braang REACTIONS (Ib/size) 1=96/4-0-0 (mm 0-1-8) 3=96/4-0-0 (mm 0-1-8) Max Horz1=-3(LC 6) Max Grav1=307(LC ID) 3=307(LC 11) FORCES (Ib)-Max Comp/Max Ten - All forces 250 (lb) or (ess except when stiown NOTES 1) Unbalanced roof live loads have been considered forthis design 2) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25ft Cal II Exp C, enclosed, MWFRS (low-nse). Lumber D0L=1 00 plate gnp D0L=1 00 3) Gable requires continuous bottom chord beanng 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 1 -0-0 wide will fit between the bottom chord and any other members 6) A plate rattng reduction of 20% has been applied for the green lumber members 7} This truss is designed m accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TP! 1 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and al all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer Installation guide ne 14,2012 ^ WARNING Verify e?e<«<j™ partttn^A^ea and READ fJOTES ON TJIfS mV IM'LJHJEB mTEK REFFRBNTE PAGB WI 7473 BEFORE USB Design valid tor use only with MiTek connectors This design is based only upon paramelers shown ond is for on individual buildmg component Applicability ot design poromelers and proper incorporation ol component is responsibility of building designer noi Inuss designer Bracing shown IS for lateral support ot individual web members ont/ Addilionol temporary bracing lo insure stability dunng constmction is the responsibillily of the erector Additional permanent bracing of lhe overall structure is the responsibility of Ihe building designer For general guidonce regarding tabncation quqlily control storage deliver/ erection and bracing consult ANSI/TPIl Quolity Criteria DSB 89 ond BCSI Buiiding Component Salety Infoimotlon available Irom Tnjss Plate Inslilute 781 N Lee Streel Suite3l2 Alexondna VA 223I4 ig jhPor iPp) iumbef t8 Sjseii-jisd.thfldessii -.fi^laes ar^ those efegxive it6iOl'2'Jt2 by ALSC sr proposed by SPIB 7777 Greenback Lare Suite 109 Citms Heights CA 95610 Job Thiss Truss Type Qty Ply 1377_MAGNOLIA_AVE V07 Valley Truss 1 1 BMC Indio CA-92203 SAN MARCOS/1377 MAGNOLIA Job Reference [optionalL R34684746 __lD-0-0_ ID 0-0 7 250 s Aug 25 2011 MiTeklndustries Inc Wed Jun 13 14 40 15 2012 Pagel ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu HSc430mVFbRpGDVa0CW87BlqyoMaKlrh4S0yxz6eH_ 20 0 0 I 10 0.0 ScBiB • 1 32 4 4C0 wyx;<vXx;<AxxxAx;\7^'XAXXAX7CXXXx^xA^ .20-0-0. _20 O-O- Plate Offsets fX Yl. [7.0-3-0 0-3:0], LOADING {psf) SPACING 2-0-0 est DEFL in {loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 019 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 125 BC 0 40 Vert(TL) n/a n/a 999 BCLL 0 0 ' Rep Stress Incr YES WB 0 06 Horz(TL) 0 00 5 n/a n/a BCDL 10 0 Code IBC2009/TP12007 (Matnx) Weight 62 Ib FT = 20% LUMBER TOP CHORD BOT CHORD OTHERS 2X4 DF No l&Btr G 2X4 DF No ISBtrG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc braang MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Jnstallation guide REACTIONS All beanngs 20-0-0 (lb)- Max Horz 1=29(LC 5) Max Uplift All uplift 100 lb orless at joint(s)6 8 MaxGrav All reactions 250 Ib or less at lOint(s) except 1=355(LC 13) 5=355(LC 17) 7=400(LC 15) 6=518(LC 16), 8=518(LC 14) FORCES (lb)-Max Comp/Max Ten - All forces 250 {lb) or less except when shown WEBS 4-6=-358/57 2-8=-358/57 NOTES 1} Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf, h=25ft Cat II ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) Gable requires conttnuous bottom chord beanng 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) * This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit behAieen the bottom chord and any other members 6) A plate rating reduction of 20% has been applied for the green lumber members 7) This truss is designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPi 1 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live toads LOADCASE(S) Standard June 14,2012 ^WARMNG Ven/iidevi^nparatnetemandREADmTESONmtSAmiNrimBDMTEKRFFEFimCEFAGBMI 7473 BBFOmUSB Design valid for use only with MiTek connectors This design is bosed only upon ponameters shown and is lor on individual building component Applicability ot design parameters and proper incorporation ot component is responsibility ot building designer not Irjss designer Bracing shown is for loteral support of individuol web membeis oni/ Additional temporary bracing to insure stability during conslnjction is Ihe responsibillily of Ihe ereclor Additional permanent bracing of the overoll stnjcture is Ihe responsibility of Ihe building designer For general guidance regarding 'obncotion guolity conlrol storage delivery erection and bracing consull ANS1/TPI1 Quality Criteria OSB 89 and BCSI Building Component Salety Into nnatlon avoibble from Iruss Plate Institute 731 N Lee Street Suile3l2 Alexandra V A 22314 " nejiPor SPp) to"iberis3pg&jied, tee tim 311 valirea atathoae eUsstwe i}W1!'M2 by ALSC or; 7777 Greenback Lare Suite 109 Citrus Heights CA 35610 Job jTmss Tmss Type Qty Ply 1377_MAGNOLIA_^AVE |V08 Valley Taiss 1 1 SAN MARCOS/1377 MAGNOLIA Job Reference {optional). BMC Indio CA-92203 7 250 s Aug 25 2011 MiTek Industries Inc Wfid Jun 13 14 40 16 2012 Paget ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu leASHLm70uZguN4mawOkhL]wYM9wJoO'7wkCaTNz6eGz ^16-0-0 r a-0 0 Sol*> 1 259 4 00 1 5l4 11 ^.'-''''^'''^^^ -v -..^^^ 15.1 II 2 TL U u n n u u u r'WVV^>AA,A^^7^VVV^A7vVv^AA?•^?WvVVVW^7^^^ LOADING (psf) SPACING 2-0-0 CSI DEFL m (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 19 Veft(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 38 Vert{TL) n/a n/a 999 BCLL 0 0 * Rep Stress Incr YES WB 0 06 Hofz(TL) 0 00 5 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 (Matnx) Weight 491b FT = 20% LUMBER TOPCHORD 2X 4 DF Nol&BttG BOTCHORD 2X4 DF Nol&BttG OTHERS 2X4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directty applied or 6-0-0 oc braang MiTek recommends that Stabilizers and required cross braang be installed dunng tmss erection in accordance with Stabilizer .Installation guide REACTIONS All beanngs 16-0-0 {lb)- MaxHor2l=-22(LC6) Max Uplift All uplift 100 lb or less at joint(s) except 7=-199{LC 12) MaxGrav All reactions 250 Ib or less at joint(s) 7 except 1=352(LC 13) 5=352(LC 17) 6=549(LC 12) 8=549(LC 9) FORCES (lb)-Max Comp/Max Ten - All forces 250 (Ib) or less except when shown WEBS 4-6=-350/50 2-8=-350/50 NOTES 1) Unbalanced roof live loads have been considered for this design 2) V\find ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=25fl Cat II ExpC enclosed MWFRS (low-nse) Lumber D0L=1 00 plate gnp D0L=1 00 3) Gable requires continuous bottom chord beanng 4) This truss has been designed for a 10 0 psf bottom chord ltve load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 6) A plate rating reduction of 20% has been applied forthe green lumber members 7) This truss IS designed in accordance with the 2009 international Building Code section 2306 1 and referenced standard ANSI/TP11 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any other live loads LOADCASE(S) Standard 074486 )§ fP 12-31;" 14,2012 £^ ITARNINC - Venfif dau^n parameters and READ NOTES ON THIS Am INCLmED MTEK EFERENTB PAGE Ml 7473 BEFORE USE Design valid lor use only with MiTek connectors This design is bosed ont/ upon poromelers shown and is tor on individual bulkJIng componenI Applicabilily ol design parometers ond proper incorporation of component is responsibility of building designer nol tnjss designer Bracing shown IS for lateral supf>on ot individual web members ont/ Additional temporary bracing to insure stability during conslnjction is the responsibillily ot the ereclor Additional permanenl bracing ot the overall stnjcture is lhe responsibility of lhe build ng designer For general guidance regarding foiaiicolion quoSty conlrol storoge delivery erection and bracing consult ANSl/TPil Quaiity Crileria DSB 89 and BCSi Building Component Salety inlonnallon avadable from Tmss Pkite Institute 731 N Lee Slreet Suite 312 Ale>andna VA 22314 If Southern Ptne {SP or SPp) lumber n speafied the dei-gn vahiea are those elfecirve (ffi-'01/aH2 by ALSC or propoaed by SHB. Mi MiTek 7777 Greenback Lane Suite 109 CiImsHeighli CA 95610 Job 1Truss Truss Type Qly Ply 1377_MAGN0L1A_AVE V09 Valley Tnjss 1 1 BMC Indio CA-92203 SAN MARCOS/1377 MAGNOLIA Job Reference (optional). R3468474a S.0-0 7 250 s Aug 25 2011 MiTek Industries Inc Wed Jun 13 14 40 17 2012 Pagel ID ejJ4TURZgw2kwcAyyN3Y8iz6zhu-DqkqUhnlnChXWXfy7dXzEYG4kmUs2EA880x7'7pz6eGy . _I2 0 0 ._ I (W>?xV)7x'x^Vx'xWx5< LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 22 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 1 25 BC 0 40 VertfTL) n/a n/a 999 BCLL 0 0 • Rep Stress Incr YES WB 0 07 Horz(TL) 0 00 3 n/a n/a BCDL 10 0 Code IBC2009/TP12007 {Matrix) Weight 331b FT = 20% LUMBER TOP CHORD BOT CHORD OTHERS 2X4 DF Nol&BttG 2X4 DF No l&BttG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins Rigid ceiling directly applied or 10-0-0 oc braang REACTIONS (Ib/size) 1=178/12-0-0 (mm 0-1-8) 3=178/12-0-0 (mm 0-1-8) 4=540/12-0-0 (mtn 0-1-8) Max Horz1=-16(LC 6) Max Grav1=351(LC 11) 3=351(LC 13), 4=551{LC 12) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown WEBS 2-4^380/22 NOTES 1) Unbalanced roof live loads have been considered forthis design 2) Wmd ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=2 5ft, Cat II ExpC enclosed, MWFRS (low-nse) Lumber D0L=1 00 plate gnpD0L=1 00 3) Gable requires continuous bottom chord beanng 4) This truss has been designed for a 10 0 psf bottom chord live toad nonconcurrent with any other live loads 5) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) A plate rating reduction of 20% has been applied forthe green lumber members 7) This tmss is designed in accordance with the 2Q09 Internattonai Building Code section 2306 1 and referenced standard ANSI/TP11 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurrent with any olher live loads LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross braang be installed dunng tmss erection in accordance with Stabilizer installation guide 4,2012 WARNING - Venfy tfc^^n paramMem and RliAD NOTES ON TRIS Am INCI UDBD MTEK RFSERFJiCe PAGh M! 74/3 ECFOM. (fSE. Design valid for use onl/ with MiTek conneclors This design is based only upon parameters shov/n and is for on individual building componenI Applicability of design parameters and proper incorporation ol component is responsibility of building designer not Irjss designer Bracing shown IS tor lateral support of individual web members only Addilional lempotor/ bracing lo insure slobilily dunng construction is the responsibillily ot the erector Additional permanent bracing ol the overall slnjcture is the responsibility ot the building designer For general guidance regarding tabncation qualiiy control storage delivery erection qnd bracing consull AMSI/IF11 Quality Criteria DSB 89 and BCSI Bulldino Component Safely Inloimatlon available from Truss Plate Institute 7gi N Lee Streel 5urie3l2 Alesandno VA 223I4 !f Souther!} Fms jhPor ^Ppjhmbsris i.B^i^, 'he; dss go vsl^s aiaihrne eftB!.m& S&!S/Wi42by ALSC !>F propoaMb^ SWfl 7777 Greenback Lane Suile 109 Citnjs Heiglils CA 95610 Job 1 Truss Truss Type Qly Ply 1377_MAGNOLIA_AVE jVIO Valley Tmss 1 1 BMC Indio CA-92203 SAN MARCOS/1377 MAGNOLIA Job Refererx:e (optional). R34684749 7 250 s Aug 26 2011 MiTek Industries Inc Wed Jun 13 14 40 18 2012 Page 1 ID 8JJ4TURZgwZkwcAyyN3Y8iz6zhu-i0ICi1oOYWpO7hE9hL2CmmpHGAsVniyHN2hgYGz6eGx .8 0-0_ J-0-0 4 00 ITF 1 n LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC Oil Vert{LL) n/a n/a 999 MT20 220/195 TCDL 14 0 Lumber Increase 125 BC 0 24 Vert(TL) n/a n/a 999 BCLL 0 0 • Rep Stress Incr YES WB 0 03 Horz(TL) 0 00 3 n/a n/a BCDL 10 0 Code IBC2009/TPI2007 (Matnx) Weight 21 lb FT = 20% LUMBER TOP CHORD BOT CHORD OTHERS 2X4DF Nol&BtrG 2X4 DF NolSBttG 2 X 4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing dire<:tly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 1=132/8-0-0 (mm 0-1-8) 3=132/8-0-0 (mm 0-1-8) 4=278/8-0-0 (mm 0-1-8) Max Horz1=-10(LC 6) MaxUplift1=-1(LC 3) 3=-2(LC 4) Max Grav1=323(LC 11), 3=323{LC 13), 4=415(LC 12) FORCES (Ib) - Max Comp /Max Ten - All forces 250 (Ib) or less except when shown NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 85mph TCDL=8 4psf BCDL=6 Opsf h=250, Cat II Exp C, enclosed, MWFRS (low-nse), Lumber D0L=1 00 plate gnp D0L=1 00 3) Gable requires continuous bottom chord beanng 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other memt)ers 6} A plate rating reduction of 20% has been applied for the green lumber members 7) This truss IS designed in accordance with the 2009 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 8) This truss has been designed for a moving concentrated load of 250 Olb live and 5 Olb dead located at all mid panels and at all panel points along the Bottom Chord nonconcurtent with any other live loads LOADCASEfS) Standard MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection in accordance with Stabilizer ^Installation guide 14.2012 WARNING - Vertfy drsign parameters and READ mTBS ON THIS Am INCLUDED MTEK REFERENCE PAGB MSI 7473 BEFORE USB. Design voSd tor use only with MiTek connectors This design a txjsed only upon paramelers shown and o lor an individual buikJmg component Applicability of design poiometersand proper incorporation ot component is responsibility of building designer not Injss designer Bracing shown IS tor lateral support of individual web members only Additional temporary bracing to insure stability during constnjction is the responsibillily of Ihe erector Additional permanenl bracing of Ihe overall slnjclure is the responsibility of the building designer For general guidance regarding iabrlcolion quolity control siorage delruery erection and bracing consult ANSI/TPIl Quality Crilerta DSB B» and BCSI Buildlna Component Safety inlonnallon avoJobie trom Tmss Pkite Insiilula 781 N Lee Street Suile312 Alenandrio VA 22314 If Southern Pme (SPor SPp| lumber is spectlied, the deiignviilue»are those eftecttve 06/01/2012 by ALSC or propoaed by SRB. MiTek 7777 Greenback Lane Suite 109 Citnjs Heights CA SS610 PLATE LOCATION AND ORIENTATION Center plate on |Oint unless x, y oftsets ore indicated Diinensions are in ft-in-sixteenths Apply plates to both sides of truss and fully embed teeth 0-^ ,14 FoT 4 X 2 orientation locote plates 0- '^6 from outside edge of truss This symbol indicates the required direction of slots in connector plates 'Pfote location details available rn MiTek 20/20 sottware or upon request PLATE SIZE 4x4 The first dimension is the plote width measured perpendicular to slots Second dimension is the length parallel to slots LATERAL BRACING LOCATION BEARING 0-0 Indicated by symbol shown and/or by text in the bracing section of the output Use T or I bracing if indicated Indicates location where bearings [supports) occur Icons vary but reoction section indicates joint number where bearings occur Industry Standards AMSI/TPll National Design Specificotion for Metal Plote Connected Wood Truss Construction DSB-89 Design Standard for Bracing BCSI Building Component Safety Information, Guide to Good Practice for Handling Installing & Bracing of Metal Plate Connected Wood Trusses 6-4-8 dimensions shovvn in ft-in-sixteenfhs (Drawings not lo scale) TOP CHORDS Cl 2 C2-3 WEBS 4 ,^ U 5 •h 5 //\ 1 C4-5 C.7-8 C6 7 CS 6 BOTTOM CHORDS 7 JOINTS ARE GENERALLY NUMBERED/LEHERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LEHERS PRODUCT CODE APPROVALS ICC-ES Reports ESR-1311, ESR--1352 ESR1988 ER-3907, ESR-2362 ESR-1397, ESR-3282 Southern Pine lumber designations are as follows SYP represents cun-ent/old values as published by AWC in the 2005/2012 NDS SPp represents SPIB proposed volues as provided in SPIB submittal to ALSC dated Sept 15 2011 SP represents ALSC cpproved/nev/ volues wilh etfeclive dote of June 1 2012 [2x4 No 2 ond lower grades and smeller sizes) and oil MSR/MEL grades © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet MII-7473 rev 01/18/2012 Failure to Follow Could Cause Property Damage or Personal Injury 1 Addilional stability bracing for Injss system eg diagonol or X-brocing is a I woys required See BCSI 2 Tiuss bracing must be designed by an engineer For vrtde Iruss spacing individual lateral braces themselves may require bracing ot alternative Tor I bracing should be considered 3 Never exceed the design loading shown ond never slack materials on inadequately braced trusses 4 Provide copies of this truss design lo the building designer erection supervisor properly owner and all other inleresled potties 5 Cul members to bear tighlly against each olher 6 Place ploles on each lace ol truss al each joint and embed lully Knots and wane at]oint locolions ore regulated by ANSI/TPI 1 7 Design assumes trusses will be suitably protected Irom ihe enviTonmenl in accord with AN51/TP11 8 Unless olheiwise noted moisture conteni of lumber sholl not exceed 19% at lime ol fobncolion 9 Unless expressly noted Ihis design is nol applicable lor use wilh fire relotdanl preservotive treated or green lumber 10 Camber is o non-slrucfural consideration and is the responsibility of Iruss fabncalor General practice is lo camber lor dead load deflection 11 Plole type size onenlolion and location dimensions indicaled are minimum plating requirements 12 Lumber used sholl be of Ihe species and size and in all respects equal io or beller Ihan thai specified 13 Top chords musl be shealhed or purlins provided al spacing indicated on design 14 Bollom chords lequite tatsralbracing ol lOfl spacing orless If no ceiling IS installed unless otherwise noted 15 Conneclions not shown are Ihe responsibility ol others 16 Do nol cul or alter Injss member oi plole without prior approvol of an engineer 17 Instoll and lood vertically unless indicated olherwise 18 Use of green or treated lumbei may pose unacceptable enviionmenfal heollh ot performance nsks Consult wilh proied engineer before use 19 Review all portions ol Ihis design (Iron! bock words ond picluies) belore use Reviewing pictures clone 15 nof sufficient 20 Design assumes monufacture in occordonce wilh ANSI/TPI I Quality Cnleria DBA BOULDERS WEST COIWIPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA 92203 0 760-347-3332 F 760-347-0202 TIMBER PRODUCTS INSPECTION (LETTER) 1 TPI (GW STJUttP - SEE PfiGE 1 ?. EXPLfiNATION OF ENGINEERED DRAWING DETfia FOR COMinOH AND END JACKS 16 PSF , DETAIL FOR COMIflDN AND END fAGKS - ZO PSF ......... .S SUPPORT OF B.C. fPRESSTOE BLOCK) STANDARD OPEN END ][ACS fi INTERIOR BEARING OFFSET DETAIL 1 BEARING BLOCK DETAIL 3 Vi" BEARING 8 BEARING BLOCK DETAIL 5 BEARING UPLIFT TOE-NAIL DETAIL LATERAL TOE-NAIL DETAIL 11 WEB BRACING RECOMMENDATIONS 12 T-BRACE AND L-BRACE 13 VALLEY TRUSS DETfltt 14 VRLLEV TRUSS DETAU (CONT'D.) 15 PURLIN GABLE DETAIL 16 PURLIN GABLE DETAIL (CONT'D.) 17 PURLIN GABLE DETAIL (CONT'D.) ......... 18 PURLIN GABLE DETAIL (CONT'D.) STANDARD GABLE END DETAIL 20 STANDARD GABLE END DETAIL (CONT'D.) 21 STD. REPAIR - MISSING STUD ON GABLE TRUSS , STD. REPAIR - BROKEN STUD ON GABLE TRUSS 23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS ......24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS 25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS 26 STANDARD REPAIR DETAIL 25% 27 FALSE BOTTOM CHORD FILLER DETAIL 28 OVERHANG REMOVAL DETAIL 29 SCAB APPLIED OVERHANGS 30 PLEASE CONTilCT BM© FOR MORE ITORMfiTIOH OR OUESTIOHS REGARDmC THESE SHEETS PAGE: 0 OF 30 March 21. 2006 To Whom It May Concem This IS to venfy that Boulder West Components of Indio, CA is a subscriber m the Tmiber Products Inspection (TP) and General Testmg and Inspection (GTI) Truss Quahty Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664 TP and the GTI quahty assurance marks have been recogmzed in the west by the truss industry and code jurisdictions smce 1969 TP currently audits truss manufactunng facilities nationwide TP IS conductmg unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currentiy m good standing in the TP Truss Quality Auditing Program Boulder West Components persormel are authonzed to apply the GTI quality mark to trusses that are manufactured m accordance with the latest revision ofthe ANSI/TPI standards All stamping takes place at the truss manufactunng facility, under supervision of qualified plant persormel If you have questions regarding the status of any plant m the TP/GTI program, please contact Pepper Browne at (360) 449-3840 ext 11 Sincerely, Brian Hensley Truss Manager - Westem Division Page # 1 105 SE 124th Avenue • Vancouver, Washington 98684 • 360/449-3840 • FAX 360/449-3953 PO Box 919 • 1641 Sigman Road • Conyers. Georgia 30012 • 770/922-8000 • FAX 770/922-1290 MANUFACTURED FOR SELECTBUILD DISTRIBUTION TIMBER PRODUCTS fN<:PECTION. (HC DESIGN CRITERIA TC LL TC OL BC DL .FACTOR SPACING Truss I ype COMMON Qtv 1 1 DISPLAY "Truss ROOF! S 000 tl Feb e 2003 Mil ek industnes. Irw Mon Mar 17 14 26 39 2003 Page 1 , 19-9-13 , 24-7-11 , 30-0-0 , 32 0-0 , A 7^0 1&-2-3 200 5-4 6 4-9-13 4-9 13 4-9 13 5-4 5 2 0-0 B 10-23 19 9-13 30^0 G 10-2.3 9-7 11 10-2 3 Plate Offsets (X,Y) [2 0 3-0,0-1-4), [10 0-3 0.0-1 4] |-| LOADING (psf) 1 TCLL 20 0 I TCDL 10 0 BCLL 0 0 BCDL 10 0 SPAawQ 2-0-0 J Hatas Iryjroaso 115 Lumber Increase 115 |\ Rep Stress Incr YES , Code BOCA/ANSI95 Mcsi TC 0 29 BC 0 83 WB 0 36 M DEFL in (loc) I/dofl VenlLL) -O 09 14 >999 Vert(TL) 0 39 12-14 >907 ^ HorzitL) 0 07 fO nfa {J 1 st LC LL Mm 1/defI - 240 P PLATES GRIP Mtl20 249/190 Weight 1 SB Ib LUMBER TOP CHORD 2X4 SYP Wo 2 BOT CHORD 2X4 SYP Uo 2 1} WEBS 2X4 SYP No 3 U BRAUNQ TOP CHORD Shestbed or 4-2-1 oc purlins BOT CHORD Rigid oelllno dire«ly applied or 8-6 11 oe bracing R S .1317/0-3-8. 10-1317/0-3-8 REACTIONS Clb/eize) 2 T Uax Hotz 2>"-175{load easQ 51 Mox Uplift2--341(load case 4), 10*-341(l03d oase 5) FORCES (Ib) - First Load Case Only ^ TOP CHORD 1-2-26, 2 3--2024, 3-4- 1722. 4-5—1722, 5-6--1722, 6-7'-1722, 7-8--1722, 8 9—1722, 9-10--2024, 10-11 -26 BOT CHORD 2-14=1794, 13-14-1140, 12-13-1140, 10-12-1794 WEBS 5-14^-294, 7-12—294, 3-14--288, 6-14=.742, 6-1 2-742, 9-12—288 NOTES w 1 > Unbalanced roof llva loads have bean considered for ints design 2) Wirid ASCE 7 98 per B0CAyANS195, SOmph, h-25ft, TCDL-5 Opsf, BCDL-5 Opsf, occupancy oatesoty II, expoaura C, onclo=od,MWFHS g^la end zone, cantilavor left and right exposed , end vertical loft and right exposed Lumber DOL- 1 33 Plata grip OOL- 1 33 3) Provide meohonioal oonnecTion (by others) of itusn to bearing plate capable of withstanding 341 Ib uplift at joirtt 2 and 341 Ib upliti al iDlnt 10 A CLiinulatEve Diinensiionn LOAD CASE(S) Standard X B Panel Length (feel - itifihes - sitteeutlinl C Slopo 0 Plain Size and Drienlatton E OverBll HuffjbJ F Beanng LocMion S Tmss Span ifeet - inches - sixtaernlio) H Plato Offsets 1 De!.ign Loaiiiiifl (PSF) J Spacing 0 C (foot Indies - sixtcenlhs) K Duration of Load for Plate Hritt Lumber Daeign L Code M TC, SC, and Web Eilaximutn Combined Stieat Indites N DalloctiQns (inches) ond Span to Deflection Ratio O )ri|)irt Span fo D«tte(,linfi Ruljo P rvlfTok Plate Allov/ttbiea (PSii Q Lumber RfijinremenUi R Reaction (pounds) S MmliTOim Beating Reguired \iriciwa) T MaKlmiiin Uplift and/or Horizontal Reaction if Applirable U Required Member Biacing V Member Axial Forces tor Load Cftso 1 W Notes X Additional Loudciload Cases Page # 3 DETAIL FOR COMMON AND END JACKS MI1/SAC-8-16PSF 3/30/2004 PAGE 1 MAX LOADING (psi) TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates increase 1^5 Lumber increase i 25 Rep Stress tncr YES BRACING TOPCHORD Sheathed BOT CHORD Rigid ceiling directly applied MITek Industries, Inc. Western Division MINIMUM LUMBER SIZE AND GRADE TOPCHORD 2X4SPF, HF, DF.LN02 BOTCHORD 2X4SPF,HF, DF.LNo2 LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X8 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE WSAME LUMBER AS TOP CHORD ATTACH TO ONE FACE w/ (isrxa o' MIN) NAILS @ 3" O G Z ROV^IS NOTE TOP CHORD PITCH 4/12-8/12 BOTTOM CHORD PITCH. 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MtN SPACING^ 24" OC SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0 162-DlA. X 3 ST LGTTOE NAILS SUPPORTS SHALL BE PROVIDED 14*-0" O C ALONG THE EXTENSION OF TOP CHORD CONN W/3 16d COMMON WIR'E (0 162"DIA X 3 5" LGTl TOE NAILS CONN, vm 16a COMMON WIRE (O'lOS'TJIA X 3 5" LffTl TOE NAILS ( 8-0-0 6-0-0 4-0-0 2 0-0 Exr 2-0-0 EXT 2-0-0 EXT ZO-0 EXT 2-0-0 CONN W/3 IBd COTttflON WIRE (tlieZtllA. X 3.5" LGTl TOE NAILS 3x4 = BOTTOM CHORD LENGTH MAY BE Z-O' OR A BEARING BLOCK. 2 0-0 CONN W/2 16d COMMON VtflRE(0152"DIA.Xa5TLGT TOE NAFLB OR SEE DETAIL MIUSAC-7 FDR PRESSUREBLOCKINQ INFO -l».|- NOTE NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT Page # 4 JUL 2 8 ^ WARNOJO VtrifydcMgnpiv^cirriianaitEADflOTfSONTmSAtmilKLtmEamTmitBFZltBNW Dstlon valid lor usa onl/ wllh Mitok connaclora. !hlt deilgn b boied onV upon parcmelen shown, end l» Ior on IndMduol buWino cofnpononl ^ppfcobl%o(dBi!grpDiariiBnlc[i and proper IrworporolliwolcornponenlbresporolblDlyollwlldinBdoib Irusj designer Brodng shown li Icf blerol luppod ol Individual web msrnbors onlgr AddBlonal lempcnaiY bracing lolnivroifabtlly duilr>g ccrulnictkmli lha retpon^Bly ollha eraclor Add3lorulp«Frrian«rit brodng ol lha ovaralttiudureb tha respOntlUlIy ol lha bnAJlngdes^ ForgoncrdguklancaregQrdino tabrlcoDon, quoBly conlrol ilorcga, dalvsry, eracUon end bradr>g comUll ANU/IM1 QualDy Crilcila, DSB Bf and SCSI) Bunding Cumpsnsnl SatatylnloirncIlBnavdloblctliomlnJuPlatolmHIule 5S3COndrloDrive IttaditorvWl53719 7777 GriBflteck Lans Sulla 10S aifUB Holohls. GA. BSai MiTek DETAIL FOR COWliyiON AND END JACKS MII/SAC-8-20PSF B/31/2005 PAGE 1 ® ^M)CLOADINd (psf) TCLL 20 0 TCDL 16 0 BCLL 0 0 aCDL 10 D SPACING Plates increase i is Lumber Increase 115 Rep Stress Incr YES BRACING TOPCHORD Sheathed BOT CHORD Rigid Celling direcAly applied iVIITek Industries, inc Western Division MINIMUM LUMBER SIZE AND GRADE TOPCHORD 2X4HF.DF-LND1 BOTCHORD 2X4 SRF. HF, DF-LNo 2 LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPUCE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONQ 2X4 SCAB CENTERED AT SPUCE W/SAMg LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (131"X3 0" MIN) NAILS @ 3' 0 C 2 ROWS NOTE: TOP CHORD PITCH- 3/12-8/12 BOTTOM CHORD PITCH. 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN SPACING^ 24" 0 C. SUPPORT AND CONNECTfON BY OTHERS OR 2-IBtl COMMON WIRE (0 lerOIA. X 3 ffO LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-0" O C ALONG THE EXTENSION DF TOP CHORD CONN. W/2 16d COMMON WIRE (eieZ-DIA X3 S" LGT> TOE NAB.S 1 WW) CONN WO IBd COmtOH WIRE [0ISZ-DIA X 3 6" LOT) TOE NAILS 3x4 = 2-0-0 BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARINQ BLOCK. CONN. W2 16d COMMON WlREiai62T)IA. X 3 5") LOT PRESSUREBLOCKINQ INFO fl-0-0 c NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPUT. Page # 5 JUL 2 8 2011 A VTASmm Vart/^ design pttramaUn and JtSJlD MTBS Off 7msAm mCLtmBDtm^RBFJBtt^ Doiigrt void for uta ant/vjilh MUBI: connoclor^Thiidsifsnli ticiod onV upon parnmalaraihowrv and b lor on individual buBdlng componanl AppfcoblBhroldetlgnporcinanlBnand propnrlncotporallonot corr^riortt UratpondbOlyol bdlding darner-nol iMisdedgnar Biaclng dtown t: lor btorol Kif^xvt CH tidvldual wab memben ot^ AddUlonat lerrporoiy btadng lo trauia tfabNy during ct^ivclton b tha rvipondbEly ol tha oradot. Additional bwrranant brodng ol tha overolilruclura li lharaifponitblSly ot lha butldtng daitgnef.For gooBrol gi^onco tagordlns Iobncalion. qiKiEly Oonlrti ilcrcgo, dalhwy, orodbn and brocbp. coniuB ANSI/IPlI Qualily Crllarlo, DSB Bf and BCSll Butldlny Componanl lolvly IntorniadDn ovoHabb liom Truu Plale Inslilute 5S3 DOnatrlo Dtlve, Modlwa WlS371f. TTTT GreDnback Lana Su!l9 1D0 CtlniB Hsighta CA,SB6t syPPOR^ OF B.C. OF STANDARD OPEN END JA€|i^;tejij3 PRESSURE BLOCKS Will/SAC - 7 3/3O/2O04 PAGE1 MITeJc Industries, Inc. Western Division Loading (PSF): BCDL 10.0 PSF MAX i 2xA bot chord ofjadt i ^rrierlnj^ 2x4bloc(c •between Jacks, -U nailed to carrier bd' • wfflW/(13rX3crMIN) naUs spaced at 3" o c 2-( 131"X3(rMIN) •RAlCS (typ) Jack •" truss (typ) CW.HIP sup GIRDER CAL HIP- GIRD^ / 2<"TYP PARTIAL FRAMING PLAN OF CAUFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-( lai-XS.O" MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BO w/ 6-< 131"X3 or MIN) NAILS @ 3" o c Page # 6 2 8 2( Dedgli void fof we orV/wllh MTot: connedon it* dadgnb bated onV upon poiamelon rtmwn. and It lor on Individual buWhn componenI iSWjBMb'tly ot dejlgn poramnnten ond pnsper Incotporoflon ol coni^ponanl b rMponilbUly ol hulltSnti doi^ner - nol Inn* deilgner Bradng ihown II Ibflojatol luPpod al Individual web rrwinbcn anV. AddHlonoJ lerrfioraiv brodr^g to Intua tlabRlly during contlraclbn b Ihe retpoiuMny ot Ihe er^^ Ai^l«idpcmian«n]b(oclngonho-ovorog^rvidtKablheraipon(23%ollliebuIlc^ Foe generol guldonca rag ordlng lobncolloi^ qutidy control ilcmgo d^ivery erection ond brocfaig, contult ANMAFII QUaSh' CtllBrla. DSB 69 and BCSI BuQcUng Con^nenl SalotylntoTmaBonovalafalo IromIniii Mole Imillufo SS3O^nojrloOrtro Motflion, W15371? 7777' Grsenbiidi Lans SuIIo tOB CUmEKelgliU.CA BSSl INTERIOR BEARING OFFSET DETAIL milSAC - 6 3/30/2004 PAGE1 WifTek Industries, Inc Western DJvfelon NOTE INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d) (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE- THJS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT r- TRIPLE WEB JOINT WASltma Verify dLalBnparameUrrandIt£AamfBB ON 77ns Am VfCLtmen'imZirjlBrmSMC^ Dmtgn vald lor use only wllh MHaKconnacloivThli design b baiod ont/iqjon porornalmt shown. Olid It Cor on Individual bvUdhg componanl AppOcolililyaldctiOnpciatTyinleTtQndpmprrlnccvpofotlonoicoriM'ofiari^ Irlmdestgrwr Biodng shown b tor talotalcuppoil d (hoMdUai web rrwfnb«(i cnV Addlbnd locnpfaiaiy biodna io ImuieilciliM^dulns comlnKibn Is lha lespon^UOy ol lha eroclor Addfllondpaffrion3rtlb<iK4Ta»'lb»tnwa)lilfudt«l{ IherwporiiSbWycrffhBbtj^^ fcibtlcallan.quD!lYcontrd.iloiaoa, defivB(y,e[adIonorKlb(oclno<connjA ANSt/rrtl ^otlly C(il«lii, DSB S9 and BCRl Bulding Componen) Satety InlormaHon DVoBobla from Iruss Pjolo InsUlula. 583 DOmlilo DHva, Modion, Wl S371? 7777 GrBenbadc Lona Sulla 109 Dtnii Halghlii. CA, QSSl BEARING BLOCK DETAIL 3 1/2" BEARING MII/SAC - 3A 3/25/2004 PAGE 1 MiTek Industries, Inc Western Dfvlsion REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be us6d only with one ply trusses (EXCEPT AS NOTED BELOW) with a D O L lumber increase of 1 15 or higher Trusses not fitting these cntena should be examined individually 0-3-8 ACTUAL BEARING SIZE mi rOM CHORD 1>I/.E LUMBER ALLOWABLE REACTION BEAPXNG BLOCK BEARINU SLOCK £ HOOD BEARING AiLCTIABLE ^AD3 UrMhlUG OATTFRN GRADE (NOTED (lb) (NOTE 4,5) ALLOWABLE LOADS (NOTE 4) ALLOflABLE LOAD (lb) (NOTE 4) TOTAL EQUIVALENT BEARING SYP 2966 929 3895 0-4-9 2x4 ROrW CHORD ? POWS 9 3" 0 C DF 3281 855 4136 0-4-6 [H 1QTAL NAIIS) HF 2126 736 2862 0-4-11 SPF 2231 726 2957 0-4-10 SYP 2966 1393 4359 0-5-2 2, 6 aOTTCM CHORD DF 3281 1282 4563 " "o'-4-j3 S aOfJJ, ? 3" 0 C HF 2126 1104 3230 0-5-5 (12 TOTAL iJAIL31 SPF 2231 1089 3320 0-5-3 S{? 2966 1856 4824 0-5-11 3x3 a0T"0M CHORD DF 3281 1710 4991 0-5-5 1 ROWS 6 3 0 C '16 TOTAL KAILS) HF 2126 1472 3598 0-5-14 1 ROWS 6 3 0 C '16 TOTAL KAILS) SP? 2231 1452 3683 0-5-12 ^ FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES 4" MINIMOM HEEL HEIGHT SRG BLOCK TO BE SAME SIZE, GRftDE, £ SPECIES AS EXISTIHG BOTTOM CrfORD APPLY TO ONE FACE OF TRUSS 28 2 NOTES 1 USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES 2 THE END DISTANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD 3 NAILS DESlGNATeDARE( 131" DIAM x 3") MINIMUM 4 FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2). THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1 03 5 THE TABLE VALUe CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER LOADS BASED ON FOLLOWING Fc PERPENDICUUR VALUES SYP = 565 psi DF = 625 pSi HF =405psi SPF =425 pst NOTE VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE GRADE LUMBER Page # 8 ^ WABKNC Vi:tifgiitttgnpammeUriandBEAaN0TB3 0NmiSAiaiilCLVnBJ>ianXFEFEB£HCSFAQSM^ Design volld lor uie only wilh MiTok oennedon lha design is boiod only upon paromBloii shown onO li lw on Individuol buBding ccmoonanl A,pobcob]llly Of design iMomanleis and proper mcorporotion ol cornponanl is responsibihly at building dedgnsr nol Iruss designer Biocmg shown n lot kileret suppod of Iridividud web memban only Addliond lemponvy bracing lo insure slobilily during coniliuclion D lha resporuiMltly ol Ihe ereclor AdOilional parmoiienl brodng ol lt» overeill ihuclure It Ihe responsMly ol Ihe Uillctno designer for genefol guicfonce legwdmg labilcolion quoCly cuniio! iloroge, daliveiy ereclion ond bradng. consull ANSI/lPI) QuollV citlodo DSB BT and BC!11 tuSdIng CcmponanI Safety InlormoHDii ovoiloblK Irom Iruis Plole Inslllule SB3 DOnoIno Dtivo Modison Wl 53719 I 7777 Green'bai* LanS Suile 109 Clirus Heighls CA 9561 BEARING BLOCK DETAIL 5 1/2" BEARING MIJ/SAC - 4A 3/25/2004 PAGE 1 MiTek Industries, Inc Western Division REFER TO INDIVIDUAL TRUSS DESIGN , FOR PLATE SIZES AND LUMBER GRADES I IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D 0 L lumber increase of 1 15 or higher Trusses not fitting these cntena should be examined individually 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TROSS '.AUIHG PArTERM LUMBER GRADE (NOTE 1) ALLCrJABLE REACTION (lb) (NOTE 4 5) BEARING BLOCK ALLOWABLE; LOADS (NOTE 4) BEARIHG BLOCci i WOOD BEARING ALLOWABLE LOADS '''"^"?NOT^ EQUIVALENT BEARING .EHGT ZAI BOTTiai C10RD 2 RCivS 0 3" 0 C ,S TOTAL MAILS) SYP 4661 929 5590 0-6-9 0-6-6" ZAI BOTTiai C10RD 2 RCivS 0 3" 0 C ,S TOTAL MAILS) DF 5156 855 6011 0-6-9 0-6-6" ZAI BOTTiai C10RD 2 RCivS 0 3" 0 C ,S TOTAL MAILS) HF 3341 736 4077 i 0-6-11 ZAI BOTTiai C10RD 2 RCivS 0 3" 0 C ,S TOTAL MAILS) SPF 3506 726 4232 0-6-10 ^^5 BOTTOM CHORD 3 ROrJS 9 3" 0 C |i: "OTAL NAILS) SYP 4661 1393 6054 0-7-2 ^^5 BOTTOM CHORD 3 ROrJS 9 3" 0 C |i: "OTAL NAILS) DF 5156 1282 6438 0-6-13 ^^5 BOTTOM CHORD 3 ROrJS 9 3" 0 C |i: "OTAL NAILS) HP 1 3341 1104 4445 0-7-5 ^^5 BOTTOM CHORD 3 ROrJS 9 3" 0 C |i: "OTAL NAILS) SPF 3506 1089 4595 0-7-3 SYP 4661 1858 6519 0-7-11 ,1;^ 2-8 BOTTOM CHORD 1 OOWS 9 3" 0 C (lb TOTAL UAILS) DF 5156 1710 6866 0-7-5 ,1;^ 2-8 BOTTOM CHORD 1 OOWS 9 3" 0 C (lb TOTAL UAILS) HF 3341 1472 4813 0-7-14 ,1;^ 2-8 BOTTOM CHORD 1 OOWS 9 3" 0 C (lb TOTAL UAILS) SPF 3506 1452 4958 1 0-7-12 ^ FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES 4" MINIMUM HEEL HEIGHT 22 1/2- h SRG BLOCK TO BE SAME SIZE, GRADE, fi SPECIES AS EXISTING BOTTOM C-iORD ftpBt,Y TO ONE FACE OF TRUSS 1 USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES JUL 2 8 21 2 THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD 3 NAILS DESIGNATED ARE (131" DIAM x 3") MINIMUM 4 FOR SEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1 03 5 THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES SYP = 565 psi DF = 625 pSi HF = 405 psi SPF =425 psi NOTE VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSi OR NON-DENSE GRADE LUMBER [Page # 9 ^ WA»NtNa Vi!rlfydttelgnpaJXtrnBtaraaidn£AOmTESONTaiSANDlNCLUJ)hDMnBS/tEr£^^ Design void |(y ma only v^lh MUelt connecton lha design a bosad only uoon poromelea shown, ond a for on mdividuol buil^ig componenI AppScoljISly o! d a sign potom enters ond proper Inccrporolionot componenI (sreiponslbility ol building designer nol Inja designer Bracing ^oswi IS for la Urol supporl ol Ind'wKlualwab membsit only Addilionol lemporcny bracing lo Iniura sloUIity during coniliuction ii Ihe responsibillily of the ceclor Addilionol permpnenl bracing ol lhe overaN siruclure Is lha lespcnsiblliy ol Iho building designer For gancrol guidance regording fobncolion quoMy control ttoraee deliuery eraclioc and bracing consull ANSI/TPIl Quoftty CiHaila DS8 BT and BCSll BuDdlng Component Snl»ly trUotmollon OwoBoWabomlrutsPlala Initilule 583 DOnofrw Onvc ModiSOn Wl 53719 I 7777 Greenbac* Lano ' Sude 109 aims Heights. CA 0561 MiTek UPLIFT TOE-NAIL DETAIL MII/SAC - 24 11/18/2004 PAGE 1 NOTES. 1 TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN 2 THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD 3 ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES lUIiTek Industries, Inc Westem Division END VIEW SIDE VIEW NEARSIDE FAR SIDE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAW/sd. VALUES PER NDS 2001 (Ib/nall) DIAM. SYP DF HF SPF SPF-S o 131 585 461 31 6 29.6 20 3 z Q 135 60 3 475 3Z6 307 209 162 72.3 57 0 391 36 8 251 O z 128 531 41 B 28 7 27 0 18 4 3 131 543 42 8 2B3 277 18 8 14B 61 4 46 3 33 2 31 3 21 3 n 0 120 45 9 36 2 24.8 23 4 15 9 Z q 128 4B0 386 265 25 0 17 0 o 131 501 395 271 256 17 4 C9 148 566 448 ^6 26 S 19 6 VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPUCABLE DURATION OF LOAD INCREASES MAY BE APPUED EXAMPLE' (3) - 16d NAILS {162" diam x 3 5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1 33 3 (nails) X 36 8 (Ib/iiall) X 1 33 (DOL for wind) = 146 81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 160 3 (nails) X 36 8 (lb/nail) X 1 60 (DOL for wind) = 176 6tb Maximum Allowable Uplift ReacHon Due To Wind If the uplift reaction specified on the Truss Design Drawing ts mom ihsn 146 8 Ibs (176 6 (bs) anoffier mechanical uplift connectiDn must be used • USE (3) TOE-NAILS ON 2x4 BEARING WALL ' USE (4) TOe-NAfLS ON 2x3 BEARING WALL JUL 2 8 ^ WAJiaOlO VaHfydamtgnporamatmandltSADmT^OIIimaAND ISCIJIDEBtmrEKxhTt^ Deiign void In use ori/ wllh MIol: conneciofi. Ihli design li boiod only upon poiomolErt shown and k lor on IndMduolbulldhg corrponenl ApplcoUItyudoslgnpoiarTi<mle()arK]prc^rlnccipcra|lonolcorripon[mlhrBsporulUl^^ nol iruss designer bodngihown Is lor lolerol suppod olbdMdvolwBbrnembiincnV AddJIlondlernpaorv bracing lolmueslobQIydiA^conslnjclonls the respondbiat Ihe ereclor Addlibnof permanonl bradng ot the overol sln)c!ure li Ihe tesponsiuay ol 'he buOdlng dastgner Fcr general gulcionca rogoiding lobiicollan quqlly conlrol iloroge, dolvety, nroclbn and bfocWig, coraull AKSI/im Quoilty Crlloila, DSB B9 end BCSIl BuDdlng ComponenI Sdety inlormdiDn ovalloblo tiomTnJI) Plola Inslllule, sa] D'OnoltIo CKtvo Modison WI537I? i!UH'JIJll»l|jt 7777 GreonlwekLeno SuBa 10B Clinis HelahtB CA, SBQt MiTek LATERALTOE-NAIL DETAIL MII/SAC-25 11/18/2004 PAGE 1 NOTES 1 TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN 2 THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD 3 ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES MiTek Industries, Inc Western Division TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM SYP DF HF SPF SPF-S o 131 881 80 6 69 9 68 4 59 7 NO 135 93 5 85 6 74 2 72 6 63 4 _j Ul 162 1133 108 3 93 9 91 9 80 2 CO i 128 841 7B 9 66 7 65 3 57 0 o —I 131 881 80 6 69 9 68 4 59 7 143 106 6 97 6 64 7 82 8 72 3 <n O 120 73 9 67 5 58.7 57 4 50 1 .ON 123 64 1 76 9 66 7 65 3 57 0 o 131 68 1 80 6 69 9 68 4 59 7 m 148 106 6 97 6 84 7 82 8 72 3 SQUARE CUT SIDE VIEW (2x4, 2x6) 3 NAILS SIDE VIEW (2x3) 2 NAILS \ / NEAR SIDE \ / NEAR SIDE -X---t FAR SIDE /\ 1 NEAR SiDE / \ ) NEAR SiDE —I NEARSIDE -1 FAR SIDE JO 00° \ > / 1 I ^ / L/3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPUCABLE DURATION OF LOAD INCREASES MAY BE APPLIED EXAMPLE (3) - 16d NAILS (162" diam x 3 5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1 15 3 (nails) X 91 9 (Ib/nail) X 1 15 (DOL) = 317 0 !b Maximum Capacity 45 DEGREE ANGLE BEVEL CUT JUL 2 8 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45 00" SIDE VIEW (2x3 2X4) 2 NAILS NEAR SIDE H NEARSIDE SIDE VIEW (2x6) 3 NAILS NEAR SIDE 1 NEARSIDE NEAR SIDE Page #11 ^ WAJttaMJ Vtrifgdttlgnptirameten and RZAD mTBS OM TIUS Aja>Itia.UIIEDimBKltEr^^ Design voTid lof use onfy wilh MUel; coonectofj. Ihh designs bosed only upon poromelers showrt, and ii (of wi individuol buikSng compononl App^cobiniy ol design poromenien ond proper incorporalion of componenI it reiponslbiSly ol buiiding designer-nol Iruss designer Brocing thown IS lor loteral support ol individual web menrtben only Addilionol lemporory brocing lo insure slobilily durng conilnjclion is Ihe responsibillily of lhe ereclor Addilionol ecimononl brodng ol the ouoroli SITMCIUTO D lhe rcsponabiily Ql lhe building doslgnor For general guldonca fagtBdng lobdcolion. quolily conlrol. sloroge deSvery ereclion ond brocing consull ANSI/TPII Ouollly Crllarlo. OSI t9 and BCSIl BuBdlng Component Safely inloimoKon ovoBoble from Truss Pials Inslrlule 583 D Onoiiio Drive Madison. Wl 53719 7777 Greenback Lana Suilsl09 Cilfui Htaghls CA 8561 MiTek' MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE MiTek Induslries, Chssterfield, MO Page 1 of 1 MiTek Industnes, Inc BRACE ^ BAY SIZE' MAXIMUM TRUSS WEB FORCE (Ibs )(Se» note 7) BRACE ^ BAY SIZE' 24-OC 48-0 C 72" OC BRACE ^ BAY SIZE' BR A ACING M/ B VTERIAL1 C •YPE D BRACING MATERIAL TYPE A 1 B 1 C j D BRACING MATERIAL TYPE C , D 10" 0' 1S10 lass 2829 la'-o" 13-12 1572 1572 2356 3143 3143 4715 4715 7074 14 0" tiso 1347 1347 2021 16- 0" 1006 1179 1179 176B 23S3 2358 3536 IS 0-1048 1048 1572 3143 4715 20-0" 805 943 043 1414 1886 1888 2829 *Say sizQ shall be maasured in bolweeri lhe centers of pairs of di^onals TYPE BRACING MATERIALS 1 X4IND 45 SYP -OR- 1X4«SRB{DF HF SPIO 2X3e3,STD,CONST(SPF,DF HF.OTSYP) 2 X 4 #3 STO. CONST (SPF DF, HF, OH SYP) 2 X e « OR BETTER (SPF, DF. HF, OR SYP) GENERAL NOTES 1 OlAOONAlBRACMJSREOLmEOTOTfWMSFEBTOeCUliiMATireWTEFW ROOF AMVIM CnjMl OWiSfilAm nrE DIAI>HRA(^ IS TO BE OESIGt^ BYA PROFKSOMAL 2 THESt CALCULATICN3 ARE BASED OM LATERAL BRACE CARHYM « OPTHB WE8 KMCE 3 DKGCNAL BR AC1NQ UATERW. VUST EE SAME SIZE ANDGRADE OR BETTER, AS THE LATERM. BRACE MATEMU, AM) SHUL BE NSTAU.EO HSUCH A MAf4HER THAT IT mERSEOTS KEQ UEUBEftS AT APPRCK 45 DEGREES AND SWU. BE UALED AT EfCH AND EACH MTEmCDUTETItLISS WITH 2-W (aiJt>]i2£'^P31 IMBFlACE3.t 1M(0i3|-l3-)F0n»3ndZMBRACC5.A>ffi3-1<>dlDni^i3^RX3M t CCt«eOTLATEIlAL 5FIACE TO EACH TRUSS WITTI Z4tl (0 tSI'Xl.S^ NALS1^ tM LATERAL BRACES. ; 10d (013113^ NAILS2x3 and2<4LATeR«.»W;eS Aim3 ICdfO 131 >3-) TOR 2lG LATERAL BRAC^ 5 LATERAL BRACESHOLHD BS CONT WOUS WD SHOULD OlrtBUAP AT LEAST OME TRUSS SPACE roa coifliNurTY G FOR ASDnXirULaUIDAMCE REGARDMG DESIGN »tX) N5TAiAT1CNCFeRACNC).CCNSU.T DS»«TBitPORM¥BRACMiOFIiteTALPlAT6Ca*IECT6OWOO0TRUSSES«JD8CSII QUOETOGOOO PRACTICE F0flH«40lM0 NETAILNG » DRACNQ MET«. PLATE CONNECTED WOOD TRUSSES JOffm.ypnOOlK:eOB¥ WOOD TRUSS COUMCl OF AMEBKM and TBIJSSPUITE INSTITUTE n-ww sbDndutVyeont and www Klntl cig 1 RB^ERTOSPECIFICTRUSSDEaGNOfWWIMQroRWEBME^BEHFORCE 1 TASlAATEDVALt^AREBASEDCNADOL-t ts FOR STABILIZERS FCinASPAC(NQ0FS4 O C CMLY, MITEK "STAeiCER TPLSS BRACWO fi¥STEl.tS CAKBE ^STITUTtO FOB trPE A. B. C AHD O BOACINS IJWTERWJ. DWGOHAl 6R*C«Q FOB STABIl IZEH8 r!>i TO St. PRtr/DED AT BM SCE INDICATED ABOVE WHERE DIAPHRAGM 6 F£QU>ReD AT PITO! I1BDJK3, eTABllZEBS liAV BE REPLACED WITH VrtWO BLOCKNi SEE -STAflimEft rfvss eWiCBie WSTAUATICW GWOE AJC PRODUCT stt&nc-JiON DIAGONAL BRACE CONTINUOUS LATERAL RESTRAINT Thts information is provided as a recommendation to assist in the requirement for permanenl bracing of ths individual iruss web members Additional tiracing may still be required for the stability olthe overall roof system The method shown here Isjust one method thai can be used to provide stability gainst web buckling Page #12 T-BRACE AND L--BRACE mWlSAC - 23 8/27/SO04 PAGE1 Mrr&k fndUBtrles, Inc. Weatsm Division Nailing .Pattern L-Brac9 size Nail Siza Nail Spacing 1x4 or 6 lOd (0.14BX3") B" o.c. 2x4,6, ore 1601(0.162X3 1/2") B" O.C. Note; Nail along entire length of L-Brace orT-Brace (On Two-Pllea Nail to Both Plies) L-Braos or T-Brai3e Size for One-piy Tnjse Specified Continuous RcwB of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 2X4 2x8 IxB 2xB 2x8 2xB If** NBIIB DIRECT SUBSTITUTION NOTAPUCABLE. SeoflonDQtell- Nalls ur ^ SPACING WEB L-BiVkCE or T-BRACE L-Brace T-BracB or l-Brace Size for Two-PIy Truss Specifled Continuous Rows of Lateral Bradng Web Stza 1 2 (I-BracB) 2x3 or 2x4 2x4 2x4 2x6 2x6 2x8 2x8 2x8 2x8 Nails Web JUL 2 10d (0.148X3") @ 9" OC. -Brace Nalls^ SsDlion Detail Note: 1. L-Bracing or T-Bracing to be used when continuous lateral bracing ia impractical. L-brace must cover 90% of web iengtii. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. Tlie Stabilizer or Eliminator of MiTek ind. inc. can replace tiie bracing members. Please refer to engineering document provided by MiTel^ Ind. inc. [Page #13 4^ TTAtumia vtHji/d^iBttptwutattmrntditsAamTsaoNanaANBtlaoumBamTZsaBmnBtft^ DBdgn void twuio uni)'wllh Mtlok conriBdo^IWi doEign Is boiaef onV upon ponjmalBn dwwn. and It tor on Indlyiclunl buBdlno corrpononl, Appicabllty ol doJlgn baramanlou and propnrlncoipiMbilon oj Hsmpananl Itrotponcbllfli'ol buBcIbB detigil'* - "ol inlii ddBlantr. Bioi^B Etrwn It Iw laloiffl suppwl olbidhfliAial wab mombsn onl/ AddUlono! IsmpnrpiY bmdno lo twuro ilofallly diirfrMj constructon b Iho tBtponilhllijy ol liia crado.' AdcSbmuparmcnent brashso) lha overol iliVclura It lha rsi^ Fcr gonotol Dutdoneo togordnS labloallon, qtlotlY conlroL iloraBa, dstvary. erectten and btocbie. oortiull AKanPH QUaSlV Citlaila, DSD>B1 and BCUl Btdiflng Ctnnpananl Salil/ IntormoHon ovoBabta IrnmTnraPbla trotlllita, SS3 D'OnoIib Ditvo, Hodlicm, Wl B37I?. 77TT QroOnbadc Lans MlB 109 Oltui HelfltilB. CA, OBBl VALLEY TRUSS DETAIL Mil/SAC - 19 4/2B/2DD4 PAGE 1 OF 2 LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) DOL INC = 1 15 85 MPH WIND SPEED. 3 SECOND GUST MfTelt Industries, Inc Westem Dtvision NOTE VALLEY STUD SPACING NOT TO EXCEED 48" OC SPACING BEVEL VAaEY TRUSS TOE-WAIL VALLEY TO BASE TRUSS W/ (2)(131"X3 0"MiN) TOENAILS TOE-NAIL VALLEY TO BASE TRUSS W/ 2)( 131"X3 0" MiN) TOE NAILS DETAIL A ^BASE TRUSSES SHEATHED) ATTACH 2x6 CONTINOUS NO 2 SPF TO THE FACE OF THE ROOF W/ TWO ( 13TO 0" MiN) NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2xa DETAIL 3 {GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS „ NO 2 SPF TO THE FACE OF THE ROOF W/TWO(l3r^3'0''MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2)(131"X3 0" MIN) TOE NAILS NOTES X DETAIL C (GREATER THAN 3/12 PITCH LESS THAN 6/12 PITCH) TOE-NAIL VALLEY TO BASE TRUSS W/ (2)(131"X3 0" MIN) TOE NAILS 1 SPAN OF VALLEY TRUSS SHALL BE UMITED TO 3ff-0* AND PITCH BETWEEN 2-6/12 2 PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING { BY OTHERS) 3 MAX WEB LENGTH WITHOUT BRACE [6'-3"} WITH BRACE (12'-6'T 4, IF TOP CHORD UTERAL BRACING REQUIRED IS LESS THAN SPACING OF VAU.EY TRUSSES [24" O C ) THAN ADDITIONAL 2X4 BRACING IS REQUIRED 5 LATERAL BRACING SHALL BE NAILED W/MIN 2 lOd NAILS. —•— I „ . r n ^ r Ti^ifT li^r T TfVMiMvn^nfk ^ WjgUflWO Verify dcltffnparwiicb!TTiani^ 'READH7,T& OK TKIS Am UlClAIDBDfmEKRBrXItB^^ Oedg^iivoW toriMonVwfitihWokconr>ectca,Tl*di!^iibbotB(lDriV upon pofomelef)shown, ondts laf anntivldiKiltiLfSifriacomporieni Applc:obUtyddeilprip3forTBriler»oridproRtftb«5pwa^o1ci>^^ nol IivndtjisnW Brodnoihown Is tot tbiflfal wpporl ol IrijiMduOl wpb maOitjao orV- Wtffllonol lompcrory bfoclno lo Iniwa itobUly diKwip comlmcllon b Ihe rpipornlbiaiy ot iha etEctd Additbncd peimanenl txaarg al tho ovcToi iliucluiB b IhB ic^OhdbQI/ cl lha bulUIno c^itgner For ganeral guidance lageatArig loUtcOllon.quoIIi'controlsteroa* deivery, eroclfan ond tarodng conw! ANSI/rni QUutlty Cdlorta DSM? ond BCSI BuWlno Compononf SQtsly Ir^imollon uveltablo bom In/a Plolo IrttlBula. 583 CfOnoWo Ortve, Modbon, Wl S37]? 777T Greenback Una SUDB 109 atrui tisletils CA.9SQ1 —, ^ . . . VALLEY TRUSS DETAIL MIl/SAC-19 4/26/2004 PAGE 2 OF 2 tMTek Industries, Inc Western Dfvfafon BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS ^ TOE-NAIL VALLEY TO BASE TRUSS W/ 2)16d TOE NAILS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL D (NO SHEATHING) DETAIL E (NO SHEATHING) NOTES FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1 SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING OF VALLEY TRUSSES {24" O C MAX} OTHERWISE. ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2 LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND L^TERAL FORCE Page #15 Deilgn void lof uso onV wlh MTfok eonnecloB Ihli deiign If boiad onl/ upon pwometen showm. ond li (or on IndMduol buidng compononl AppicobStyol design poromonlan ond proporincDiporallonol c^omporicnt Icioipdmtl^nyolbuIIdlngd^tlgnor riol Iru»desloner Brodno shown It tor tolqral itippotl <^ bwivlduol wsb memhen onl^ AddHkml ien^pamry biodng lo Iniure itoUfty durino coftilruclion Ii IhA teipondblEty ot tha erector AddMoncupeirnonpnl btodno o( ttie oveiolilruclur«h the roipooitbatvol Ih^ For generol guldoncB regoidhg lobilcollon quollv conlrol tlocogB delwori' eiecltan ond btodng. cpraull AKSI/irll Qirallly Criloita DSB S? ond BCSll SuBdlno ComponenI Sat»h' InlomMrton a«itobla Norn Tnjii Plole InililuIe 5B3 lyOtiDWo Drive. Modiion Wl£371f JUL 2 8 T7T7 GreenbackLffiin ^^(t> Sdte lOB ~ CHnJS HcfeWB CA. 9561C MiTek PURLIN GABLE DETAIL M!I/SAC-12 7/15/2005 PAGE 1 OF 4 iUirrek Industries, tne Western Dlvfalon STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURUN SPACING ON THE GIRDER OR HIP TRUSS. 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO BE lA\t> ON TOP OFTHE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW SEE DETAIL #2 SEE DETAIL #3 SEE DETAIL #1 SEE SHEET 2 OF 2 FOR ALL DETAILS Page #16 JUL 28 ^ WAXmm VcritsdetlgaparainttanmdItEAJ>mTEB0STTnSANanrCLUUSDai7^BEII3tetK^ Design void lor usa onl^wllh Mltek coruiedm Tt^ design Is based ortif upon parOTnelenitw<vrt,and b Ior on tndrvldual btXIdtno corr^nanl ApplcobUly of design poromenlcn ond proper hcorponailonolconipononl It respowNSIyot bulldnod^ilanBf-riol Irwadeitgner trocfcig (tiown II for tolotol support ot individual wab mSmboB onl/ Addilional Ifempofory tjioclng lo Iniuto sloWaiy duiiflu conilfuclbn h Itie icsponsIbllllly ot Itie eractor Addlibrfoiparrnsiian) tfodneot Itie overol siruclure li tha rospon^l/ol Itie butkUng dcdgnar Forgoneral guidance ragordlr^ lobricalloa qiiaSty conlrol ilorogs, dotvety. eredlon and brodng. consult ANSI/Tfll QualD/ Cilloila DIB 6? md HC511 BuBdiRB Compomnl SofatvlntomiaftoRovaiablafrocTiIrussPlolelniil]ijle,SB3D'DnoHoDrive Modlton WI53719 7777 Grsanback Lano Suite m CBnis Holslits CA, 9581 MiTek PURLIN GABLE DETAIL MII/SAC-12 7/15/2005 PAGE 2 OF 4 16d NAILS 6-OC MITek Industries, Inc. Western Division ISd SIMKER OR 16d BOX O C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN, GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE , ALIGNS WITH THE LEFT \ —^ ^^o^^ FACE OF THIS TRUSS X /"NXX^ ^CT AND BEARS ON TOP ALTERNATE DETAIL ATTACH 2x LEDGER TO FUT TOP CHORD WITH 2 ROWS OF 10d NAILS (131" DIAM x 3") SPACED 9" O C. HIP GIRDER STEPDOWN HIP TRUSSES DETAIL #1 CONNECTION OF JACK TO HIP GIRDER TO BE DESIGNED BY OTHERS APEX ON ROOF SLOPES OF 2/12 TO 6/12 ATTACH PURLING/VBLE WITH (2) lOd RING SHANK OR 16d COMMONWIRE NAILS. THESE NAILS MUST ACHIEVE A 2 INCH MINIMUM PENETRATION INTO THE TRUSS TOP CHORD IF THE ROOF sLoPE IS GREATER TmN 6/12THEN USE A USP RT3 FRAMING ANCHOR OR EQUIVALENT ALL N/yUNG SHALL BE DONE IN ACCORDANCE TO APPUCABLE CODES AND STANDARD BUILDING PRACTICES i o o o DETAIL #3 DETAIL #2 THE PURUN GABLE DOES ' ALIGN, WTTH THE END OF FLAf TOP CHORD SECTION^ ^^OOF SHEATHING iWiPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 Page#17| A VTUtaita VarifydnlgnpaiamftmandnEAOinTEBOHTniBAjmtmLUBBDmreXSETERZltCBrAQStmV Dojtan void rqru!e,onV'''"h hWafccopnoctois Thlsdaitar ^?S3?4™ta5!a'SSb°?^£;^i^^ waior.AadfioKapmranet^ , lotdcollen, qiMy conlrol sloroBa. dejVBiv erecOofi orid brodoa consult ANSl/Thi Qooiity SototylnlonnaSonovolablalrcmlmnPlolBhsBtule 583DOnoMoDihfo Madson, W153719 igdftignef TtoroemEtofgi/Idan „ leita, DSB Bf and BCSI Bultdbis Camponanl PURLIN GABLE DETAIL 7/15/2005 PAGE 3 OF 4 MITetc Industries, Inc Western Division JACK TRUSS CONNEQTION BY OTHERS \ PURLIN GABLE 16d SINKER OR 16d BOX O C SPACING BY OTHERS 16d SINKER OR 16d BOX O C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SUPPL Page #18 ^ WARiam VartfydB3lgnpnrmnetfrtiaiutSEADmTSB0NTm3AmUXl-VaB0imEKRSFmERC^ a Uf o ont/ wi(lti Wllel! connoclon Thli desten.!' bojod onV open paronx* at stia\yn. ond b for on IndMduol buKdlng compononl nl OQslgn potomBritoti ana Pfper Incorporqflon o componorit is rBspqnabLlly ol bwiding deslonw - noFfiug dnslonor BnadrjB mown i)[»Drt^ frieflvTOUW web mem^n onw-, AddMpnol IjirTipomry HHST^^.'R'"^fourtno conslnicMor. iij^io lEraponMlSy ot iV» lUre IJ ihe'rM^ttsllj __ _ log coniiffl AMSI/IPIl Quoiit) Solety intonnalion ovoltobte Irom Iron Plole Inilllule 533 D Onolrto Drive, Modison, Wl 53719 li Ipr loiEiplPJpporloii ineavTOUol.web memsjen {)nw.„Atidli oroctw, Addilionol pemanoni tjiodno ol lha overall siroc' lobflcofbn. QUoUty ConUol slort^e. deWory oroctton orid ind BCS1T BUIMIng Componatil 7777 Gfootvbadt Lane Sdto 1D9 Ciirus Mo^tits CA,9S01 PURLIN GABLE DETAIL MSI/SAC-12 7/15/2005 PAGE 4 OF 4 MITek Industries, tne. Western Division 16d SINKER OR 16d BOX TYPICAL PURLIN GABLE RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAWllNG CONNECTORS BY OTHERS DETAIL #3 SUPPL. TIGHTLY SET JOINT ROOF SHEATHING BY OTHERS ROOF SHEATHING AND DIAPHRAGM WAILING BY OTHER Page#19| ^ WARiaria Verify deilg^paramtiista andllIiAamTES ON 77m AND nfCLUSEDItlT^ ....... .... - I <3\Jal&yi Solely InlomtBflon avdbble from TruaPtalBlntitlulfl.SeSD'OnoIrlD Drivo Modison, Wl 53719, ding Compa nsiit 7777 GrBintiacK LBfiO Si^la IOB Qlrus Helfltils. CA, 9SB1 STANDARD GABLE END DETAIL MM/SAC - 20 4/27/2004 PAGE 1 OF 2 SHEATHING (BYOTHERS)- lUIITeh Industries, inc. Wsstern Division ^tDlAGONAL OR L-BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL 1X4 0R2X3aYP) 24'* MAX 1 1/2" NOTCH AT 24"OC (MIN) 2X4 LATCRAL BRACING AS REQUIRED PER TABLE BELOW TOP CHORD NOTCH DETAIL END WALL "VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" OC , / RIGID CEILING MATERIAL DETAIL A LOADiNQ(psf) TCLL 50 0 TCDL 10 0 BCLL 0 0 BCDL 10.0 SPACING 2-0-0 Plates increase 1 15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC LATERAL BRACING N AILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" 2 - 16d 7'-0" - 8-6" 3 - 16d OVER 8'-6" 4 - 16cl A . LUIVIBER TOP CHORD BOT CHORD OTHERS 2X4 DFL/SPF/HF - No.2 2X4 DFL/SPF/HF - STUD/STD 2X4 DFL/SPF/HF - STUD/STD MAXIMUM VERTICAL STUD HEIGHT Id SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITHL-BRACE, 12 INCH 0 0 6-7-0 < 3-2-0 11-0-0 f 16 INCH O.C 9-fi-n 24 INCH O C 4-8-0 9-4.0 7-9-n NOTES 1) VERT STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST, EXP B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY CONSULT BLDG ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT STUD HEIGHT OF B'-e" TOP CHORD NOTCHING NOTES 1 )THE GABLE MUST BE FULLY SHEATHED W/TOGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O C ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T C) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O C IF STUDS ARE SPACED AT 24" 0 C AND FACE OF TRUSS IS NOT FULLY SHEATHED 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #Z LUMBER AFTCR NOTCHING 4) NO NOTCHING IS PERMITTED WITHIN 2XTKE OVERHANG LENGTH Conllnued on page 2 Page # 20 ^ WAJtUma VarlJ)/design paniiiatentnndnEAOmTBa OK THIS Am It.Vl,miEn mr£KHEr£:ilSNCerA^ Oaiign VoSd tor uie only wllti l/llek connecton Ihli dosign li totod onl/upon potomslonitiown ondli ior on Indivldtiol bulling compononl AppIcotMv ot design poramenlsii ond poperlncofpoiaDonol componenI li roipondblnly of biiSdlng dBilsnar> nol Iruis doilgncr Bracing shov/n h (or Iqteid support cl IndMduol wab members onty Addlllorial lennpoiory booclng lolniura ilobiniv during coristruollon li the letpontlbiOly ol the eraciw AddHbiial pemononl bracing ol Itie oue|o9 ttructurQ b lira issoonilblBly ot llie building doslgnor For gsnraol guidonce ragadvig loMcallon, quotty conlrol, slarago deftwy ereclton ond broctag coniull ANSI/IPIl Qualily Criteria. DSB BJ and BCSll BuHdlno Cotnponnnl Moty Inlornwdion ovoilabtB tromTnjsr Plale Inslilole 5S3DOnDtrtoD[tvo. Madson, WI5Z7I9 Tin Greenbadc t^ne Sulla 1Q0 C&nia HElahl5 CA 95S1 STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 2-10d (TYP) A- 10d NAILS WllN .PLYWOOD SHEATHING TO 2X4 STD DF~L BLOCK LEDGER- 2X4 NQ 2 OR BTR GABLE END KL \ STRONGBACK 2X4 No 2 OR BTR •2X4SlrUD SHALl. BRAC INTO CHONd'S MAX 2X4 BLOCK OR BTR SPACED @ 5'-0" O C PROVIDED AT EACH END OF EXCEPT FOR BRACE EXTENDED THE CHORDS & CONNECTED TO W/4- 10d NAILS LENGTH = 7'-a' 6'-3" MAX TO BEARING WALL STANDARD TRUSSES SPACED @ 24" O C ALTERNATE BRACING DETAIL NOTES 1 )2X4 NO 2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O 0 2) 2X4 LEDGER NAILED TO EACH STUD WITH 4- lOd NAILS JUL 2 8 20 3) 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT STUD WITH 2- lOd TOE NAILS 4) THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE lOd BOX NAILS (0 131" DIA. X 3 0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1 lyiAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG OR QUALIFIED BUILDING DESIGNER 2 MAXIMUM PANEL LENGTH ON TOP AND BOT CHORDS = 7'-0" 3 THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" 0 C MAX 4 PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS Page # 21 ^ WAXIONa Vir{fy destgnptVTimBtcnwtdJtBADmTES OK TIUB Am INCLUDED ISITEKREFERENCE PAOSrm 7473 Dailgn void lor use onV Villh tMeli connoclon This design Is basod only upon poromelan itiown and Is lor on Individual buBdIng compot^Til AppBcobltly ol daslgn poromanlan and pioper IncoipQiatlotid componenI h lesponslblily ol buUding doiIgnEr- not Iruji dejlgner Brodng shown b lor lolerol support ol hcSviduoIwebmembWi only Addilionol len^otor/ bracing loiniws iloblily during cortslrudlon Is Itio rejpomlblliily ot lha ereclor Addllbriot parmoneill Isroctng ol lha ovaroll ilrucluie Is Ihe re&pontlbilly ol lha building designer For general gukJonca regoiding lobricollon, quolly control siorage. deBvary oracllon ond brocing, consult AHStAni Quolily Crllerlo, DSB BT and BCSM BiAldlng Componont Sotaly WDimaHofi avalbblo Irom TnJii Pbio imtUyle, 583 D'Onolrio Drive, Modison, Wi 53719 7777 Greonbacx Lane Suna IQS aiftiB Halghls CA.9591 »9 MiTek* REPLACE A MISSING STUD ON A GABLE TRUSS S/SAC - 27 11/18/2004 PAGE1 WlITeJt Industries, Inc Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR. ITS ORIGINAL INTENTION THIS REPAIR DOES NOT IMRLYTHAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED THE ENTIRE TRUSS SHALL BE INSPECTED TO ^ VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPUED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADSj^DICATED. 2 ALi MEMB'Ef?^ MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE ApPLYII^Q REPAIR ANSi HEi^D IN PUCE DURING APPLICATION OF t^EPAIR. 3 THE END DISTANCE, £0GE DISTANCE. AND SPACING OF NAILS SHfiLL BE SUCH AS TO AVOID SPLrTTtNG OF THE WOOD 4 WHEN NAILING S^BS OR GUSSETS, TH^LfSE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CbNNECTOk PUTES AT THE JOINTS OR SPLICES 5 THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY REPLACE MISSING WEB WITH A NEW liflEMBER OF THE SAME SIZE. GRADE, AND SPECIES A? THE ORIGINAL (CUT TO FIT TIGHT) ATTACH 8"X 12" X 7/16" 0.S B OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TOTHE INSIDE FACE OF TRUSS WITH FIVE 6d NAiLS( 113" X 2 0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/15" O S B OR PLYWOOD SEE MiTEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS TRUSS CRITERIA LOADING .40-10^10 (MAX) LOAD DURATION FACTOR 1 15 SPACING 24^0 0 (MAX) TOP CHORD 2X 4 OR 2X 6 (NO 2 MtN) PITCH 3/12-12/12 BEARING CONTINUOUS STUD SPACING 24"OG [MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PUVTE SIZES AND LUMBER GRADES Page # 22 tTHRtSwS Verify deklgnpBToAii^cn iurfJlBABmfeS OH TJOB Am INClunBDimEXMBtm tj'ia^n vM fof uta only vytlh MHat connectora. Tf3s d&slgn Ij bored orfly upon porometen shown, ond li to( on IndivULJoI budding coinpcpenl A[S3licabaiyo!dedgnpafiynenleiioridprop«»'OorT>on3llonblcornponentiirosponstblIilyolb nol laisideslpner Bracingihoswn lilorlolargliupporlotlndvldupIwebmoTnfaencHil/ Addilbnol lempoiory brodng lolntuia slobiiydwlrg conslruclion h HioresponjlbBtlyol tho ereolw. AcJdljloliol pemwnonl ISrochg ol Ibeoyeroll ilnjoltirek lha rQjpon:Jfaiyy o| tho bmSdlng cfejlgnof ForgenefQl guidonce regarding lat¥tiallc?i quoHi)' cc^liol sloroge. djiTivery erection qnd beoelrtg consull ANSI/TPIl Quality Criteria, DSB a» ond BCSll Building Cohiponenl SblntylntormollDnovallablolramlhJSPfafetisltlulB isa D'OnolrioDnva, Mad"aQaWIS37l9 JUL 2 8 7777 Gr^onbiicfc Lahif Smie 1D9 Cilms HBIOIIU, CA. B5G1 REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2004 PAGE 1 iVirrek Industries, inc. Western Division 1 THIS IS A SPECIRC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLYTHAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2 ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3 THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH PS TO AVOID SPLITTING OF THE WOOD. 4 WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT !S RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5 THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES JN THE 2X_ ORIENTATION ONLY SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL BREAK AT ANY LOCATION ON WEB ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF lOd NAiLS (120" mU X 3") SPACED 6" O C AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O S B OR PLYWOOD SEE HflfTEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS TRUSS CRiTERlA LOADING 40-10-0-10 (MAX) DURATION FACTOR 1 15 SPACING. 24" TOP CHORD 2X 4 OR 2X 6 (NO 2 MIN) PITCH 3/12-12/12 BEARING • CONTINUOUS STUD SPACING 24" 0 C (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 Cc^gn voBd for Uie onl/ wllh MITefc connsdon Tt^ design Is boiod only upon poiamoleis ihowa and Is lor on IndMdud buHdlng component AppUoblUly design poronienlen ond proper Incorporolbnol component ti responslbllly ol buOdlng designer-not Irwi dcslgnor Broctng shown Is iof lojeroltupport ol indWduo) web membos only AdcUltonolleropofojytooclnB to insure jjaHJIydUftig coTOlrucllonis Ihe/oiponJltJIllly ol Ihe erootor Addinonol permonerd tsadng oj lhe oVeral slruoture Is Itio reipDnslblSly ol Itie bulldbg designer ForgsnorQlfluldoncBrGgardfriB lobricotlon. quolily conlrol, sIcroEfo, dern-ory. ereclion ojid brocing, corisult ANil/TPII Qualily Citloilo CSB-BT and BCSll BuHcHng Compononl Satety t[\(ormallon avdloWe Iromliua Plaleinitlluie SBSDOnoIrteDrive, Modlion, Wl53719 1777 Greontjack Lana Sulla IDS Cllrvs Heighls. CA SBBI REPAIR TO REMOVE CENTER mWlSAC - 29 STUD ON A GABLE TRUSS mWlSAC - 29 11/18/2004 PAGE 1 y IVIiTek IndustrlBSj inc Western Division 1 THIS IS A SPECIRC REPAIR DETAIL TO BE USED ONLY FOR ITS ORiGiN/\L INTENTION.THIS REPAIR DOES NOT IMPLYTHATTHE REMAINING PORTION OF THE TRUSS IS UNDAMAGED THE ENTIRE TRUSS SHALL BE INSPECTED TO . ' VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED WHEN THE REQUIRED REPAIRS ARE PROPERLY APPUED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED, 2 ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR 3. THE END OISTANCE, EDGE OISTANCE, MD SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD 4 LUMBER MUST BE CUT CLEANLY mO ACCURATELY WO THE REMAINING WOOD MUST BE UND/>JvlAGED 5 THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATfON ONLY 5 CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PUTES ARE TO BE DISTURBED NG REPAIR NEEDED mXJMUtvt STUD SPACING = 24' O C COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/18" O S B OR PLYWOOD SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS IMPORTANT This repair to ba used only vj'AYi Uusses (spans less than 50') spaced 24"oc maximum.having pitches between 3/12and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph Trusses not fitting these criteria should be examined individually TRUSS CRITERIA LOADING • 40-10-0-10 (MAX) DURATION FACTOR 1 15 SPACING 24" MAXIMUM TOPCHORD 2X4 OR2X6 (NO2 MIN) PITCH-3/12-12/12 BEARING CONTINUOUS STUD SPACING .24" O C (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES mO LUMBER GRADES Page # 24 JUL 2 8 201! ^ WARmm Verify dtaignpartmcti:^ and ItEAD mTBS ON Ijns Am im:LVDSDimEXaBFEnElKBPAaBt^ Darton VQBd lar vie on^f «flli MJTot! connocJou Tfih daslgn It liosed upon pommel on shown, and h ies an IndlwdiraJ buJIdhg cor7S»nenl AppicotilQty cl dedgn poromsnlerf and proper IncorporoRonot componenI Is re:pons1btll/DFt>ulld1nadM'ariw-nol Iruis design^ Biodng shown hlarloloio'tsupfxjrl oltidWiuolweb mambsm tuft/ AcSdHtonoUofrvpoioiy tiiQcirig to breuie tloWEly durtng conilmctSori b iho lespondWSlly ot lhe ereclor. Addilional pomwnEml bitidng ol lha overall siruclure Is Ihs rasfiontlbliHy of Ihe building daclgner l^or generd QuldonoQ regording tobrtco^on.qyoEly conlroL borage. deUvory, erocibnand biodng consuU ANsl/TPIl QualRy Ctltsila DSB and BCSil Building Componsnt Sdely Inlormallon Qvofloblo tromTrvn Ptale InsUlula, 5S3 D Orolib D*/e Modison, Vfl 53719 7777 GroBntJK* l-Kia Sulle 109 Clinic Heletits, CA, QSSl REPAIR TO NOTCH 2X6 TOP MII/SAC - 30 CHORD ON A GABLE TRUSS MII/SAC - 30 11/18/2004 PAGE 1 WIlTek Induslries, tne Western Division 1 THIS JS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR iTS ORIGIWAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS )S UNDAMAGED THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED WHEN THE REQUIREO REPAIRS /\RE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED 2 ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR 3 THE END DISTANCE, EDGE DISTANCE. AND SPACING OF NAiLS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD 4 LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY 6 CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED 3 1/2" X 1 1/r NOTCH IN TOP CHORD 24" 0 C AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY. NO PLATES ARE TO BE DISTURBED NO REPAIR NEEDED ^MAXIMUM STUD SPACING = 24" 0 C COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" 0 S B OR PLYWOOD SEE MITEK STANDARD GABLE END DETAILS FOR WIND SRAONG REQUIREMENTS IMPORTANT Thts repair to be used only with trusses (spans less than 50') spaced 24" 0 c maximum, having pitches between 3/12 and 12/12, total top chonl loads less than 50 psf and maximum wind speeds of 100 mph Trusses not fitting these critena should be examined individually TRUSS CRITERIA LOADING 40-10-0-10 (MAX) DURATION FACTOR 1 15 SPACING 24" MAXIMUM TOPCHORD 2XB(N0 2MIN) PITCH 3/12-12/12 BEARING CONTINUOUS STUD SPACING 24" 0 C (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 25 ^ ^ASmNO VarlJi/daignpannnetia^andRBAD mTE^ONTJOSAMDINCLVDEOimEIZRKFmCNCX Deilgn void lor use on^ yllti Mliek connactcn Ttili design Is bosed onl/ upon poiomBtcn ihown, and It tor an indWIdutHbuDdlng conponent AppDcoblilyoJ daslgn boratnenten ond proper Incorporalbn of corT*Jonenl Is IGSponslfaDlIyQl building deslgnBr • nol Iruss deslgnar Bradng shown a for IDIBTOI support ollniztoidualwebmerTibenonly Addttonollomponary bracing lo InsinorioblEilY di^H conslruclion fs Iho reifaonslbHlly ol lha erector /IdeSBonol pefmensnl btadng ol the overoB siruclure Is lhe responitoSay of the building deslgriBr for genard guidonCBfogotdlng lobifodllon.quolly control, ilo(OBO.cl6li«B[y, ereclion ond brodng. contuU AHSI/TPtl Qirdify Crlleiia DSB BP and SCSO-building CemponenS Solely Inlomiol ion ovoflobte Irom Iruss Pfcila IntlHulB 203 DOnotdoDiive, Ivtodlson. WIS3719 7777 Gr^Btibadt Lena SuHalOa aimsHelBhls.CA.B5ei MiTek REPAIR TO NOTCH 2X4 TOP mniSA0-3i CHORD ON A GABLE TRUSS mniSA0-3i 11/1B/2004 PAGE 1 MITek Industries, Inc Western Division 1 THiS 13 A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION THiS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED 2 ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PU\OE DURING APPUCATION OF REPAIR 3 THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH A3 TO AVOID SPLITTING OF THE WOOD 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY MiD THE REMAINING WOOD MUST BE UNDAMAGED 5 THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY 6 CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PUTES ARE TO BE DISTURBED APPLY 2X4 NO 2 SCAB TO ONS FACE DF TOP CHORD OF TRUSS WITH CONSTRUCTION QUAUTY AOHESlve AND 1 ROW OF lOd (3" XO 131"! NAILS SPACED 6" 0 C ^ MAXIMUM STUD SPACING = 24" 0 C COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MiN) 7/16" O S B OR PLYWOOD SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS IMPORTANT This repair to be used oniy with tmsses (spans iesa than 50') spaced 24" D a maximum, having pitches between 3/12 and 12/12, tofca) tofj chord loads less than 50 psf and maximum wind speeds of 100 mph Trusses notfitbng these criteria should be examined Individually TRUSS CRITERIA LOADING 40-10-0-10 (MAX) DURATION FACTOR 1 15 SPACING • 24" MAXIMUM TOP CHORD . 2X 4 (NO 2 MIN) PITCH 3/12-12/12 BEARING CONTINUOUS STUD SPACING 24" O.C (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 26 JuTTs SS59H ^ WAXMNa Vtrlfa design parameteTBondPSJiDNOTSa ON Tim Am nt^nAmBDmrXXRErm OtiOgn vo!d foruia only wrth jMITat' canrwcloa liili design (r botod onfy upon patama}en ihowi, and U lor an IndWduol buMns comporiEnI A[ipiicatil61v ol dsilBf potomenlon otid proporincorporolbnofcoiT^onQnt kreiporulhlllv ot buHdlng deslgnor - nol Iruudailgoor Biodng shown tilortaleralsupport olmdMduolwob mBmbenoniy Addlibnoltarnpororv brodns lo insure slablOly during consltwcllon li lha rolponslblPtV aUbe urador. Additional permanent bracing d Ihe overaSsliudiOB II Ihe respontfclDty of lha buSdlng dotlgnsr ForgenarolBUkiancaragordng Colarttwilba qudlly conlrol. siorage, dnSv£»y, erection and bradnft cahiull ANSI/TPIl Quolily CtllBila, DSB B? ond BCSll Bulidlnfl CompononJ Sqioly Inlnrmodon ovoSaWe IromVnjis Ptolq Imlilule. 5B3D'Ooofio Dtlvo, t^dlson,WI5371?, 7777 GrBMiback Lana SuRa 10S ainisHoiHhiE.cA,a5ei STANDARD REPAIR DETAIL 25% MII/SAC-21A 5'3/2Q04 PAGE 1 iVIiTett Industries, Inc. Western Division "OTAL NUMBER Of NAILS EACH SIDE OF BREAK * X INCHES MAXIMUM FORCE (lbs) 25% LOAD bURATION "OTAL NUMBER Of NAILS EACH SIDE OF BREAK * X INCHES SYP DF SPF f HF ... 1 1 2x4 I 2x6 X INCHES 2x4 2x6 2X4 2x5 2x4 7^F^ 7\4 2x6 14 21 24" 2240 ^360 2065 3097 1750 2625 1 1785 i 2677 1 "" 18 27 30*' 2680 4320 2655 3982 2250 3375 1 2295 I 3442 22 33 36" 3520 528D 3245 4867 2750 4125 _. 1 2805 1 4207 ... 1. . . . J 26 1 39 42" 4160 6240 3835 5752 3250 1 4875 ' 3315 4972 45 48" 4800 7200 4425 6637 3750 5625 1 3825 5737 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED e"oD STAGGERED AS SHOWN ( U8"dia x 3'^ I THE LENGTH OFTHE BREAK (C) SHALL NOT EXCEED 12" (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS L = (2) X + C JUL 2 8 BREAK * . ' lOd NAILS NEAR SIDE + lOd NAILS FAR SIDE Page # 27 r ff" TRUSS CONFIGURATION AND BREAK LOCATIONS FOR JLLUSTRATJONS ONLY UJ 6" MiN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES 1 THIS REPAIR DETAIL IS TO BE USED ONLY FOf* THE APPLICATION SHOWN THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED THE ENTIRE TftUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED 2 AU MEMBERS lAUST BE RETURNED TO THEIR ORlGlNAV POSITIONS BEFORE APPLING REPAIR AHDHEUDIH t*LACE DURING APPLICATION OF REPAIR 3 THE END DISTANCE, £0G£ DISTANCE AND SPACiNG OF NAICS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF TME WOOD 4 WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES 5 THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY 6 THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS ^ WAttNtfa Vcrtfi/ detignparomntem nnd SBAD NOTPS ON THIS Am INCLUafD tTJTFK RElSRFNCB pnOE MV 7473 BrWRR VSE. Design vo'id lor usa only wilh Mirsl: connoclo'i Ihis design a baled only upon poromelers shown and is lor on mdividuol buBding componenI ApplicobiBly ol des«n poromenlers and proper Incorporotion ol componenI li resRondbilily of building designw nol iruis detignof Bfocing shown IS lof lolerot suprjorl ol tndn/tduot web nnembers only Addilionol tompwory brocing lo insure sfobJi')'diving conilri/cJionii Ifie recfjansibSfi/yonna eieclor Additional nermansnl biocma ol lhe oveioll iUuclwo n Iho raipontiaMf ol (lia buildins dojlgnei for genorot guidonce regrading looticoton quolil/ conlrol, sloroga delivery ereclon end bfoctfig coniull AHS/IPII Qugllfy Crllorlu DS6 B? and SCSII BuJWlng Component Safety Inlomiohon ovailoble Iromlrusi pfota insliMe iB3 CrOnolfio Dnvt Modlsoa Wl 53719 I 7777 Greenbacl; Lane Suite 103 1 Ciliu-- HBlgtBS CA 95S1 FALSfe BOTTOM CHORD FILLER DETAIL MII/SAC -1 3/10/2004 PAGE 1 Mrrelc JndusirlBs, Ino Western Division TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION ALT BEARING' FILLER BOTTOM CHORD 2X4 N02 OR BETTER LUMBp FILLER ad MAY BE SPLICED WITH 3x4 / M20 PLATES OR WITH 2X4 N02 2'-0" LONG SCAB, CENTERED fiSOUl THE SPLICE, NAILED TO ONE FACE W/( 131"X3 0" MIN) NAILS @ 4" 0 C , 2 ROWS 48" TYP MAX 3-0-0 EXTENSION -1x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-10d COMMONS (TYP) .FILLER VERTICAL STUD 2X4 STD OR BETTER LUMBER NOTES* I 1) FOR LUMBER SiZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERiNG DESIGN 2) LOADING FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN BOTTOM CHORD LOADS LIVE = 0 PSF, DEAD = 10 PSF 3) TRUSS SPACING = 24" 0 C MAX 4) MM BOTTOM CHORD PfTCH = 4/12 5) FILLER MEMBERS ARE NON STRUCTURAL P/^RT OF THE MAiN TRUSS, THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDmONS, PROVIDED THAT STUD SPACING, CONNECTION AND E>rrENSION REQUIREMENTS ARE AS SPECIFIED ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 ^ WAJtmna ' VerVil dtiKlgi' paramMUre and SSAJD NOTES ON TBia AND INf^VDOD J/aTBK EIVBIIBNSE PABS fm-m^ BBrOKE VaS. Deilgn void lor uta only wUti t^Uol: connBclon Tl^t design Is boisd only upon poiamslerc shown, and h lor an Indtvldud buIdlnEi compononl. ApptcoblSIyol destgnporamonlen and proper Incorpcaollon ol compononl Ic tatponslblllly ol buEdIng dpilgnsr* nol Irusi designer Sroobig stiown Ulotblarolwppciri ot Individual wsb membonont^ Addllonol lamporcsy htodno lo Insure slablllly during coptlnjclbnts Iho reipoivfcOy ol Iho eieclcjr Addilional patmanar\1 tsrodng ol Ihs ovEirfl jlrudure b the rosponslblll/of Ihe buUding deslanor. For gensrol gultJonca rogordlng Idbttcallon. quCiSly control sloraga deSvoiy eractbn ond brodng. consull Misift?n QuoBtv Crilotia, DSB B9 and BCSll BuBdlnij Componsnt Snioly IntomiaUon ovollobla tomlfuss I^la InslBdB, SaiD'OnoMo tWva.Modlion, Wl S37t? OVERHANG REMOVAL DETAIL mi/SAC - 5C 12/6/2O05 PAGE1 MITeEcIndustrles, Inc. Westem Division TRUSS CRITERIA- LOADING. 25-1B-D-10 (MAX) DURATION FACTdR: 115/1 25 SPACING- 24" O C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined Individually NOTES • 1 THIS DETAIL IS FOR REMOVING OVERHANG THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2 NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PL^TE DAMAGE ALLOWED 12 2-12 \^ LINE OF REMOVAL 36" MAX REMOVED REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 29 2 8 2i ^ WAlWO'a-VeriJjidoBtgnparamHara wid RSAB NOTES W TinsAlOilNCUmBDim'^ OSB. DBilgnvoIdbrusBonV v^lh MITek conned on IHi design liboicd on^ upon poromolon thown. onctlt loronlndlvlducilbulldlna oomponanl. Applicabllily ol detign poramBnlors or^ proper Incarporatlon ol compononl Is losponslbRly of building dedgner- not tain destgnof, BtoclnB shown is loi loieiol lupptxi ol ui^llvlducil wab rnen^ors only AddlllotKil lompRoiy tsranng b^nsure ilobiniy durtnci conilruclbn b the respan^llly ol lhe sreclor, Addmond peimcment biocittg ol Itio ovaroQ clructufa h IherespopsblDly ol )h& bu^ns dDslgner. For gcntiral guidance raQordlng (ai»<colbn. quo^ conlroL storogo. daSvary, eraollort and brodng. contull AtJSI/rfU Qudlty CriMo DSB>BT and BCSll BuUding Camponanl Solnty InlormqMon ovolfafate ftom Inni flate hsIMe 5S3 0 Dnabfo Ditva, Modion, Wl S37t? 7777 GrBBnbac3tLanB Suits IOB CtlniE KelBhts,CA, QSai r SCAB APPUED OVERHANGS S\fiIi/SAC-5 3/25/2O04 PAGE 1 IVIITek industries, Inc. Westem Division TRUSS CRITERIA: LOADING 40-14-0-10 DURATION FACTOR 1.15 SPACiNG: 24" O.C. TOP CHORD-2x4 OR 2x5 HEEL HEIGHT STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Tnjsses not fitting these criteria should be examined individually. NOTES. 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF 2. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131 "X3") NAILS SPACED @ 6" O.C. 3 THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 \^ (L) 24" MAX (2.0 xL) 24" MIN REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES page # 30 2 8 Do^n voUd tor uss onVwIlhMIlM: oonnQoloii.Thlt design Is boiad only upon pomtrtelen shown, and b lor on Individuol building qomponont AppScobffly otdnitgnporomentferi and pjopeilncorpoiollon dcon^menl IsraspenslbHly olfculldlnBdssfanBr-nQl Ituiidotlgnar BrochiH stiown Is Ior blorolsuppDil ol Individual web momban ont^ Addilionol lamporary bracing lolnsuta tlabBIIydii*i&coftilnJcllonlslho tofponsltilEIiy of Iho oroctw Addilionol permanenl brodng ol llio overoE slructota li ttw responslblllv ol Itie buUding doslgnor Fot gonoral guldonca fogordhg lobricotlon, quolly control, slonn^o. doEvary, oioctbn and bradng, consull ANSI/TPIl Quolily Ollsila, DSB 6f and BCSll Building Componvnl Saloty Inlormallan avQllobla IrortiTruss PialoInslilute SH3COnolilo IMve Mad3on.WI5S719 7777 Grsarbadl Lana ClltiisHa^jhla.CA,BSai