Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
1373 MAGNOLIA AVE; ; CB120645; Permit
92127 Applicant: NEW POINT COMMUNITIES ATTN SCOT SANDSTORM STE 230 16880 WEST BERNARDO DR Owner: NEW POINT.COMMUNITlES ATTN SCOTT SANDSTORM /7STE.23o I 16880W EST, BERNARDODR City of Carlsbad I ' 1635aradiyAv Carlsbad, CA 92008 05-022012 Residential Permit Permit No: CB120645 Building Inspection Request Line (760) 602-2725 Job Address: 1373 MAGNOLIA AV CBAD Permit Type: RESDNTL Sub Type: SFD Status: ISSUED Parcel No: 2052808100 Lot #: 0 Applied: 04/11/2012 Valuation: $373,260.46 Constuction Type: 5A Entered By: MDP Occupancy Group: Reference #: Plan Approved: 05/02/2012 # Dwelling Units: 1 Structure Type: SFA Issued: 05/02/2012 Bedrooms: 4 Bathrooms: 3 Inspect Area: Orig PC #: Plan Check #: Project Title: 1373 MAGNOLIA HOUSE 3,066 SF HOUSE TWO STORY HOME, 712 SF GARAGE, 175 SF DECK, 168 SF PORCH FS1 $1 ,769:70 Add'I Building Permit Fee $0.00 Add'I Red. Water C Plan Check $0.00 SDCWA Fee $4492.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Building Permit 1eterSii-l~f $0.00 Strong Motion Fee $37.33 PFF (3105540) $6,793.34 Add'I Plan Check Fee $1,238.79 Meter Fee $403.00 Park in Lieu Fee $0.00 PFF (4305540) Park Fee $0.00 License Tax (3104193)'" $6,270.78 $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 $0.00 Traffic'A pact Fee (3105541) $2,750.00 Other Bridge Fee $0:00 Tffiä Impact Fe (430551) $0.00 BTD #2 Fee Bridge Fee ( $0.00 SidèwaIk Fe $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $17100 Renewal Fee $0.00 \ ELECTRICAL TOTAL $80.00 Add'I Renewal Fee $0.00 I MECHANICALTOTAL V $65.00 Other Building Fee $0.00 \ Hôüin,lmpact F"j J / $0.00 HMP Fee $o:oo \HouéingInLieu Fée" ' $0.00 Pot. Water Con. Fee $3,549.00, Housihg C'rediFeê" $0.00 Meter Size FS1/ Master Drirge Fee $0.00 . LJ $0.00 SewrFee $1,096.00 Add'I Pot. Water Con Fee Red. Water Con. Fee \ $o:oo °AiitibI Fs $0.00 Green Bldg Stands (SB1473) Fee $12.00 Fii Sprinkler Fees $0.00 $28,727.94 Green Bldg Stands Plan $0.00 V -.TOTAL PERM FEES ,, Total Fees: $28,727;94 TotaIPaymentsto1Datë)(( -Balance Due: $0.00 - -JI I I I - FINALAPP Inspector:' Date:' 19/,L Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the city Manager for. processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm. Water Pollution Prevention Plan (SWPPP) Permit 05-02-2012 . . Permit No:SW120117 Job Address: 1373 MAGNOLIA AV CBAD Permit Type: SWPPP . Status: ISSUED Parcel No: 2052808100 Lot #: 2 Applied: 04/11/2012 Reference #: CDP 12-02 Entered By: MDP CB#: 12-645 . Issued: 05/02/2012 Inspect Area: Project Title: MAGNOLIA AV RESIDENCE 2 Tier: 2 3,066 SF HOUSE TWO STORY HOME, 712 SF GARAGE, 175 Priority: . M Applicant: NEW POINT COMMUNITIES ATTN SCOT SANDSTORM STE 230 92127 Owner: NEW POINT COMMUNITIES ATTN SCOTT SANDSTORM STE 230 92127 I Emergency Contact: SCOTT JONES STE 230 16880 W BERNARDO DR SAN DIEGO CA 92127 760 310-2513 858-451-8700 SWPPP Plan Check • $328.00 SWPPP Inspections $799.00 Additional Fees . - r $0.00 TOTAL PERMIT FEES . . . $1,127.00 Total Fees: $1,127.00 Total Payments To Date: $1,127.00 Balance Due: $0.00 FINAL APPROVAL VA SIGNATURE ___________________ Plan Check No. 7L c Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 '7 Est. Value 3 2 (2,C 4 Plan Ck. Depost _____________________________________ 760-602-2717 / 2718/2719 Fax 760-602-8558 Date t_ f www.carlsbadca.gov JOB ADDRESS 13 Jftmagnolia Avenue IIV ISulTE#/SPACE#/uNrru JA APN 205 " 280 - - 00 CT/PROJECT B LOT PHASE B B OF UNItS I B BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP ce (--- Ifr'uc1- A/ffk 1 #11EDROOMS 4 I 3 fr/A I DESCRIPTION OF WORK: include Square Feet of Affected Area(s) New Single Family 2-Story !7 / I 3q,SII1l Family Home,..consisting of: (f'Z ' sq-ft first floor: I3 sq-ft second floor, sq-ft garage, and fll sq-ft balcony. /' EXISTING USE IPROPOSEDUSE IGARAGE (SF) PATIOS (SF) IDECKS(SF) FIREPLACE IAIRCONDITIONING IFIRESPRINKLERS Vacant SFR r717_l_____ I '- Is NODI YESDNOI YES[Z]NOM CONTACT NAME (If Different Fom Applicant) A' New Pointe Communities, l WPLICANT NAME - Barger Engineering ADDRESS ADDRESS 16880 West Bernardo Drive, Suite 230 2651 Gianelli Lane Cli? STATE ZIP Cli? STATE ZIP San Diego CA 92127 Escondido CA 92025 PHONE IF( PHONE 858-451-8700 58-451-8701 760-705-0310 TFA7 760-743-4217 EMAIL EMAIL scsandstrom(newpointedevelop.com barger.steven(gmail.com PROPERTY OWNER NAME "' CONTRACTOR BUS. NAME SC,M e k A Rc' - Cowr" e'p- IVI6 ADDRESS ADDRESS (See _contact _info _above) CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL ARCH/DESIGNER NAME & ADDRESS STATE LIC. B STATE 1" '7T/z7 CLASS I I CITY BUS. 11CR /z3(/Y i (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair anystructure, prior to 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 License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 'z.i a 4 COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of lhe following declarations: U I have and will maintain a certificate of consent to self-insure for workers' compensation an provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. IZII have and will maintain workers' compensation, an required by Section 3700 of the Labor Code, for the performance of the work for witch this permit is Issued. My workers' compensation insurance carrier and policy number are: Insurance Co 1't 1VA1io,V,4L Policy No. _7(0C2C'OC)'Z.37((_I Expiration Date I i/ fc/r T I section need not be completed if the permit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so an to become subject to the Workers Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (5100000), in addition to the cost of compensation, damag rovided for In Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE []AGENT DATE OWNER -BUILDER •J I hereby affirm that! am exempt from Contractor's License Law for the following mason: [J I, as owner of the property or my employees with wages an their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of properly who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for /sal e' If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he rid not build or improve for the purpose of sale). ],as owner of the property, am exclusively conlracilng with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] I am exempt under Section _Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed properly improvement. DYes DNo 2.1 (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (Include name address/phone/contractors license number): 4.1 plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name I address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (Include Caine / address / phone! type of work): — I I POcf2J-\/ Y _WOø L(3G000 P®0 (Z19G9o(D(3@0R30170aC6 000160000 (PG 00173 ®W Is the applicant or future building occupant required to submit a business Ian, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? [J Yes LLINo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air uality management district? [:]Yes [] No Is the facility to be constructed whim 1,000 feet of the outer boundary of a school site? [:]Yes / No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 07O9 (61300000 1G()CS7 I hereby affirm that there is construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name A) /Pc_ Lender's Address 0(117 (00017O®L) I ceslifythati have read the application and state that the above information Isconectand thatthe information on the plans is accurate. I agreeto complywithatl Cityordinancesand State Ias relatingth buildlnga,nutluofion. thereby authorize rexesenIative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. 0511k An OSHA permit is required for excavations over 5V deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit Issued by ft Building Official under the provisions of this Cole shag expire by limitation and become nut and void if the building or work autirorized by such permit is not conirnecmad within 180 days from the date of such permitorif the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced fora period of 180 days (Section 1064.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE Ll~ Inspection List Permit#: CB120645 Type: RESDNTL SFD Date Inspection Item 02/14/2013 89 Final Combo 02/14/2013 89 Final Combo 11/28/2012 17 Interior Lath/Drywall 11/28/201282 Drywall/Ext Lath/Gas Test 11/20/2012 16 Insulation 11/19/2012 16 Insulation 11/15/2012 39 Final Electrical 11/14/2012 27 Shower Pan/Roman Tubs 11/14/201284 Rough Combo 10/31/2012 13 Shear Panels/HD's 10/29/2012 13 Shear Panels/HD's 10/11/2012 15 Roof/Reroof 09/27/2012 14 Frame/Steel/Bolting/Weldin 08/16/2012 11 Ftg/Foundation/Piers 08/16/2012 11 Ftg/Foundation/Piers 08/16/2012 31 Underground/Conduit-Wirin MC AP 08/15/2012 11 Ftg/Foundation/Piers MC CO 08/06/2012 21 Underground/Under Floor MC AP 08/06/2012 21 Underground/Under Floor MC CO 08/06/2012 22 Sewer/Water Service MC CO 08/06/2012 22 Sewer/Water Service MC AP MAGNOLIA SPEC HOME: 3,066 SF HOUSE TWO STORY HOME, 712 Comments COF SHOWER LATH TSPB, CALLED IN TO CAROLYN DRAG NAILING AT FLOOR SHEATHING 1ST STOP 2ND STOP, RECEIVED SOILS & FORM CERT UFER OK 2ND STOP, WASTE 1ST STOP BLDG SUPPLY ONLY Inspector Act RI PD AP MC AP MC AP MC AP MC CO MC AP MC AP MC AP MC AP MC CO PB AP MC PA MC CO MC AP Tuesday, February 19, 2013 S Page 1 of 1 <<'4 CITY OF CARLSBAD Building Department INSPECTION RECORD INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB CALL PRIOR TO 489 P.M. FOR NEXT CB120645 1373 MAGNOLIAAV 1373 MAGNOLIA HOUSE 3,066 SF HOUSE TWO STCRY HOME, 712 SF GARAGE, 175 SF DECK 168 SF PORCH RESDNTL SFD Lot#: NEW POINT COMMUNITIES WORK DAY INSPECTION FOR BUILDING INSPECTION -- CALL: 760402-2725 1 APPROVED TO COVER DATE: Type of Inspection Date !nspector Notes S - - BUILDING FOUNDATION REINFORCED STEEL MASONRY - D GROUT El WALL DRAINS TILT PANELS POUR STRIPS COLUMN FOOTS S SUBFRAME,/(FLOOR 0 CEILING ROOF SHEATHING ø// -(2- EXT. SHEAR PANELS Me bG. 4e 44a4 if Stt fti1% FRAME ii J4i. Me. WS 90 4 0 AW4, t4- INSULATION . S 14— 4i/14C EXTERIOR LATH INTERIOR LATH & DRYWALL FINAL PLUMBING SEWER AND BL/CO 0 Pt,/CO UNDERGROUND ,?.IASTE )VATER t€. -M ?O - SL f.nt( TOP OUT ,2'G/ASTE $ATER . I ie4 LL' t46 TUB AND SHOWER PAN GAS TEST El GAS PIPING } 0 WATER HEATER. 0 SOLAR WATER -1 FINAL ELECTRICAL 01 ELECTRIC UNDERGROUND ROUGH ELECTRIC WALLS _______ELECTRIC CEILING 0 ELECTRIC SERVICE 0 TEMPORARY 0 BONDING 0 POOL J PHOTO VOLTAIC ..• S _________ _________ _____________________________ FINAL . MECHANICAL . UN9ERGROUND DUCTS & PIPING %DUCT & PLEM. 0. REF. PIPING HEAT - AIR COND. SYSTEMS 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 . (760) 602-4660 Planning Department (760) 602-4602 Engineering Dept. (Inspections) (760) 438-3891 14Z-(3 ff- Building Inspectors (7am-4pm) (760) 602-2700 . .• -' CMWD (760)438-2722 Ext 7151 j-li-)3 - 1635 Faraday Ave. • Carlsbad, CA 92008 • Z60-602-2700 • www.carlsbadca.gov REV 8/2009 5 0 SEE BACK FOR SPECIAL NOTES Development Services Department Inspection Services Division 9601 Ridgehaven Court, Suite 220 San Diego, CA 92123 (858) 492-5070 Ti-IE C,ry OF Si- DIEGO Call (858) 581-7111 for Inspection THIS CARD MUST BE FILLED OUT AND AVAILABLE ON THE JOB SITE FOR ROUGH INSPECTION. USE 'SUPPLEMENTAL' CIRCUIT CARD(S) FOR MORE THAN EIGHT (8) GENERAL USE CIRCUITS TOTAL- SEE REVERSE SIDE. PERMIT/APPROVAL NO. IPLAN FILE/PROJECT NO. Circuit Card (Primary) Page 1 of Fill in applicable items below Use remarks as necessary to describe work NAME WIRE SIZE PLATE AMPS-KW AL I CU SIZE SERVICE (Main) JOB ADDRESS (Print Number. Street Name. Unit No.) /373 '774AJO24 CIRCUIT NO. 1 CIRCUIT NO. 2 Breaker Size 15 A Wire Size 14 G Breaker Size 20 A Wire Size. 12 (3 ROOMS T C W R S ROOMS T C W R I S Bedroom #1 1 2 2 Kdthen - Hall 2 1 1 Kitchen = = Bedroom #2 1 4 1 joining Room t - Bedroom #3 () ()) Breakfast Nook Garage 1 1 1 Name of each Room where devices are located. List old and new devices on same circuit-marking old devices thus I Use circuit spaces below for general light and small appliance circuits only. San Diego Electrical Policy limits current consuming devices to a maximum of 15 per general use circuit and 4 per small appliance (20 amp.) circuit. All circuit breakers to be permanently labeled at all service and feeder panel dead fronts. I = Device Tail C = Ceiling Light W= Wall Bracket Light R = Convenience Receptacle. S = Switch (Use actual numbers 1,2,1.. to identity amounts of each device type). I4TtMIliIN IidS(I1I1II..- - Breaker Size A TSII1F. isis stI:tI(IllI1II IlASIIiCIs ' _______________ _______________Preaker CI MENEM u•u. MMMMMIMMMMIMMMMM llis(PItI2Is INE ~MMI _unanizi.r.i MOORE NONE MINMUM avrnariaaana a.... a.... 4.IIJg2r. s4ids1l1i'1. FEEDER #1 (Subpanel) 11 7-541 I I I./CX5 j FEEDER #2 (Subpanel) Ifom 12- 2.-0 ii.. 2-C) DISHWASHER 15 DISPOSAL q MICROWAVE 1 1 ZO OVEN h O RANGE DRYER LAUNDRY ii 2-O WATER HEATER NC HEATING(F14 is Ii- 1c9 /L/ REMARKS: 1111 ~ Eo44E eCTM PI'i 7-1-1- -r;yy AJ ' A 722E i Pu) E44&17-:c Computed Load: AMPS AFCl Protected Circuits (list locations): PEP_ it)(, GFCI Protected Circuits (list locations): JQ_ gir New(./) OR 0 Existing (/) Bond/Ground Wire(s): Size(s) ___ Type (/) 0 AL OR Location of Cold Water Bond Clamp: Location of Ground Clamp: I certify that the above information is accurate and complete and that all terminations are properly torqued. Company Name (Print): D Electrician/Owner Name(Print): Electrician/Owner Signature: California Electrician Certification Number Date. IiJ )/i2 40 This mnI is available in alternative formals upon request. JS-1779 tRee 2•03 Development Services Department Circuit Card inspection Services Division 9601 Ridgehaven Court, Suite 220 (Supplemental) San Diego, CA 92123 (858) 492-5070 Page 2- of 2 Ti-ic Cr1-'.- OF SAN DIEGO Call (858) 581-7111 for Inspection His CR0-MUST-BE FILLED OUT A$DAVAJLAØLE ON-THE JOB SITE FOR CIRCUIT NO. I CIRCUIT NO. EROUGH INSPECTION. THE USE ó -mis 'SUPPLEMENTAL' CIRCUIT Breaker Size A tWire Size G IBreaker Size- A iWire Size ___________ ARD REQUIRES THE USE OF THE 'PRIMARY' CIRCUIT- CARD AS PAGE 1. J'ROOMS jT C IWI R S 1'ROOMS TIC (Wj RI Sj c0&lITIA9PR\IAt NO PN FILE/PROJECT NO. OB ADRESS (Print Number. Street Name, Unit No.) 1373 t4'Mt(,,WZ-1A CIRCUIT NO CIRCUIT NO reaker Size Is A Wire Size ig C Breaker Size e1A Wire Size: 12- C ROOMS I T I C iwl R} S ROOMS I T c1w1L CIRCUIT NO CIRCUIT NO. Breaker Size. A Wire Size- G Breaker Size: A jWtre Size- G 'ROOMS T 1 C 1w I R I s ROOMS I T I C I W RI s CIRCUIT NO. CIRCUIT NO 3reaker Size2& A Iwire Size, lID G Breaker Size- j( A lWire Size 12- C 'ROOMS IT I Iwl R I S ROOMS I T C I\N_ILS CIRCUIT NO I CIRCUIT NO Breaker Size A Wre Size. G Isreakersize. A lWire Size: G 'ROOMS I T I c Iwl R I S ROOMS I T 1 c I W R I S CIRCUIT NO CIRCUIT NO Breaker Size- 20A Iftre Size / 2.- G Breaker Size '71 A IW,re Size 'ROOMS 1 TIcIvctS'RoOMS TIC1 CIRCUIT NO. I CIRCUIT NO Breaker Size- A Wire Size G IBreaker Size-----A lWire Size 'ROOMS I T I C Iwl R I S 'ROOMS I T I Cl CIRCUIT NO CIRCUIT NO Breaker Size A Wire Size G Breaker Size A IWire Size C 'ROOMS T C W R S ROOMS T C W R S CIRCUIT NO CIRCUIT Ni Breaker Size A Wire Size. C Breaker Size A Wire Size- C ROOMS f T I C I W I R I S ROOMS TICIWERIS CIRCUIT NO I CIRCUIT NO Breaker Size A Wire Size. C Breaker Size A 1wire Size I'ROOMS I T I C Iwl n I S 'ROOMS I T I C I d CIRCUIT NO CIRCUIT NO - Breaker Size A lWire Size: C Breaker Size: A Wire Size: C 'ROOMS I T I c I wi R I S 'ROOMS T I C I i/i) I R I s CIRCUIT NO CIRCUIT NO. Breaker Size- A Wire Size: C Breaker Size. A jWire Size ROOMS I TIC Iwl R I S 'ROOMS IT ci G I certify that the above information is accurate and complete and that all terminations are properly torqued. - Company Name (Print):AC.JF11/ 14.,J1f?E iliLJCi - Electrician/Owner Name (Print): = ElectricinJOwner Signature"j ''- - California Electric ial) Certification Number: Date: 1/7 i/ CUREMELE SuRvEYING INC. .164 S. Escondido Blvd, Escondido, CA 92025 'Phone (760)489-2200 • Fax (760)489-2202 August 10, 2012 City of Carlsbad Department of Planning and Land Use Inspection Department Carlsbad, CA Re: 1369 Magnolia Street. Carlsbad Dear Sir: On August 10, 2012 Ciremele Surveying field checked the forms for the construction of the houses on Parcel 2 and Parcel 3 (Project Number MS 1.0-04) of the above mentioned project. We found the forms to be in conformance with the setbacks as shown on the approved Architectural and Site Plan for the site. If you have any questions please call me. Sincerely, (7kv'~ Chris Ciremele, LS 5267 ' ' WZ5~ No. IS 5267 iF CI FIELD MEMO ADVANCED GEOTECHNICAL SOLUTIONS, INC. CLIENT: /411/li / jvh 441 1," /I( P/W: /:20 / - i CLIENT'S REPRESENTATIVE: DATE: PROJECT NAME: f..'c TRACT NO.: PROJECT LOCATION: 7 h I WEATHER CONDITIONS: TYPE OF OBSERVATION: Excavation (Indicate as-built and design embedment depths, setback) LI Retaining Wall (Indicate type of wall, if drains installed per plan, limits of select backfill -if observed) Presaturation (Indicate depth of presaturation and moisture content) Subgrade, (Specify curb and gutter, flatwork, or pavement) Removal Bottom Subd rain LI Keyway Excavation LII Reinforcing Steel Special Inspection: Concrete Testing Other: LIMITS OF OBSERVATION/ TESTING COVERED BY THIS NOTICE: DESCRIPTION OF PROJECT ACTIVITES/ TESTING:' /q ,- ..t,A i#t4s4.J L k-eI /:ii ç - r / I4 i?lv t/4 - -1* /goo, / -3'-.- I SITE VISITORS/FIRM: - - - AGS TECHNICIAN BILLED HOURS FIELD OFFICE TRAVEL SIGNED: PRINTED: fsj) I PAGE /fi / fie!dforms2010.xlsfMemo CLIENT'S RER,RESENTATIVE SIGNED:. PRINTED: TITLE: t ISEINNOVATIVE "Quality with Value" 29970 Technology Drive, Suite 212 Murneta, CA 92563 P: (951) 600-0032 F: (951) 600-0036 I AFI RESPONSE #1 August 10, 2012 To: Scott Jones Newpointe Communities Cc: Erin Lieb Architects BP From: Shane Lothrop Shawn Lothrop, PE SE Innovative Structural Engineering, Inc. (ISE) shaneinnovativestructuralenp .com Project: Magnolia Parcel 2 & 3 1373 & 1377 Magnolia Avenue Carlsbad, CA ISE Project# 12-1666 & 1667 Sheet: 1 of 1 E No. C - r ~A~ OF Re: Foundation Rebar Dowels at Mono-Pour Condition Foundation rebar dowels shown in structural plan details 2, 3, 4, 5, 6, 7, & 21/SD1 are not required at a mono-pour condition. The dowels are intended to provide foundation continuity at a dual pour condition only. If you have any questions, please don't hesitate to contact our office. - EsGil Corporation In(Partnership with government for Bui(uing Safety I Li AfPLICAIIT J U RI S7)) (6 '—PtANEVI EWER LI FILE DATE: APRIL 18, 2012 JURISDICTION: CARLSBAD PLAN CHECK NO.: 12-645 SET: I PROJECT ADDRESS: 1373 MAGNOLIA AVENUE PROJECT NAME: SFR FOR NEW POINTE COMMUNITIES INC. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected. and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person REMARKS: The plans and calculations need to be signed by the project engineer. By: ALl SADRE Enclosures: EsGil Corporation EGA EJ EPC 4/12 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)5604576 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 12-645 PREPARED BY: ALl SADRE DATE: APRIL 18, 2012 BUILDING ADDRESS: 1373 MAGNOLIA AVENUE BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE• ($) LIVING 3066 GARAGE 712 PATIO 168 DECK 175 Air Conditioning Fire Sprinklers TOTAL VALUE 373,260 Jurisdiction Code IC6 jBy Ordinance Bldg. Pernit Fee by Ordinance I $ ,769.701 Plan Check Fee by Ordinance I $1,150=31 Type of Review: P Complete Review r Structural Only fl Repetitive Fee 1`7 Other I I J Repeats Hourly I Hr. @ * EsGil Fee I $97917031 Comments: Please add one hour for GREEN BLDG. CODE review @ $86.00/hr. Sheet I of I macvalue.doc + "N CITY OF CARLSID/AD BUILDING PLANCHECK - Development Services CECKLIST Land Development Engineering 1635 Faraday Avenue E-36 S 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 12-645 Review # 2 Date: April 30, 2012 Project Address: 1373 Magnolia Av APN: 20528081-00 Project Description: 3,066 SF SFD/712 SF GARAGE/175 SF DECK/168 SF Valuation: 373,260.46 PORCH ONAVACANT LOT ENGINEERING Contact: Linda Ontiveros Email: Iinda.ontiveros@carlsbadca.gov Phone: 760-602-2773 Fax: 760-602-1052 Any outstanding issues will be marked with I >< 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 21 ATTACHMENTS: fl Engineering Application Right-of-Way Application/Info. Sheet Storm Water Form Reference Documents r 1 OFFICIALUSEONLY ENGINEERING AUTHORIZATION TO ISSUE, BUILDING PERMIT DATE: ,4 REMARKS: if VANCK PEMrr 6K(:2 Notific on of 'EngineerinrPPROVAL' has been sent to via . on E-36 S Page 1 of 6 REV 4130/11 CB 12-645 Review # 2 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: El North arrow [] Driveway widths El E71 Existing & proposed structures 2J Existing or proposed sewer lateral [1111] El Existing street improvements El El Existing or proposed water service El Ll Property lines (show all dimensions) El LJ Submit on signed approved plans: El El Easements DWG No. Cl El El Right-of-way width & adjacent streets Show on site plan: El El Drainage patterns El El Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. El=ADD THE FOLLOWING-NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". El El Existing & proposed slopes and topography El El Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. El El Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: El Site address El Assessor's parcel number El Legal description/lot number El For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. El El 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 0t6 REV 4/30/10 CB 12-645 Review # 2 DISCRETIONARY APPROVAL COMPLIANCE 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 DEDICATION REQUIREMENTS 1 Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost$605.00. -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 IMPROVEMENT REQUIREMENTS IJ J 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. =1 = Public improvements required as follows: IN PROCESS PER PRIVATE & PUBLIC IMPROVEMENT PLANS DWG 472-5A Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ 441 00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: NA E-36 Page 3 of 6 REV 6/30/10 FMW Review # 2 CB 12-645 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. EJ=Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" JJ Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector, Grant Clavier 760-602-2780 x 7318 . The inspector will then provide the engineering counter with a release for the building permit. EJ No grading permit required. Minor Grading Permit required. See additional comments under item #10 for compliance of minor grading permit approval, GA 12-11 MISCELLANEOUS PERMITS E2J RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include,, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: E-36 Page 4 of 6 REV 6/30/10 Review # 2 CB 12-645 7. STORM WATER Construction Compliance MA El Project Threat Assessment Form complete WA = Enclosed Project Threat Assessment Form incomplete. El Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW **SEE sw12117** El I LJ 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/StormWaterTier2tempIate. pdf Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. LZJ Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/buiIdinc/Documents/EngStandsw-stds-vol4-ch2.pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) El Vegetated Roof El Bio-retentions cell/rain garden El Pervious pavement/pavers El Flow-through planter/vegetated or rock drip line E7J Vegetated swales or rock infiltration swales jJ Downspouts disconnect and discharge over landscape Other: As shown on DWG 472-5A E-36 Page 5 of 6 REV 4/30/10 CB 12-645 Review # 2 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter .size shall be a 1" meter: NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be W. 8. FEES Required fees have been entered in building permit. EJ 7J Drainage fee applicable NA, PAID AT PARCEL MAP --SEE PM100004 Added square feet Added square footage in last two years? yes LJ no Permit No. Permit No. Project built after 1980 yes Jno Impervious surface >50% yes jno Impact unconstructed facility yes OV no 1 7J Fire sprinklers required yes Jno (is addition over 150' from center line) Upgrade Jyes Lino No fees required I (iwr. ii in E-36 Page 6 of 6 REV 4/30/10 Fee Calculation Worksheet ENGINEERING DIVISION COP 10-02 (MS 10-04) MAGNOLIA AV RESIDENCE 2 Prepared by: Linda Ontiveros Date: 4/25112 GEO DATA: LFMZ: I I B&T: NA Address: 1373 Magnolia Avenue Bldg. Permit #: 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 I 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) IIZI NO 1. PARK-IN-LIEU FEE:EINW QUADRANT ONE QUADRANT OSE QUADRANT OW QUADRANT ADT'S/UNITS: X FEE/ADT: $ PAID ON PM100004 23RAFFIC IMPACT FEE: ADT'S/UNITS: I X FEE/ADT: 2.750 $ 2,750 3. BRIDGE & THOROUGHFARE FEE: p1sT. #1 EDIST.#2 EJDISt#3 ADT'S/UNITS: X FEE/ADT: $ NA FACILITIES MANAGEMENT FEE ZONE: I ADT'S/UNITS: I x FEE/SQ.FT./UNIT: 0 $ 0 SEWER FEE EDU's 1.00 BENEFIT AREA: EDU's DRAINAGE FEES: ACRES: POTABLE WATER FEES: !JIIt [(1111 X FEE/EDU: 1.096 1 =$ 1,096 each X FEE/EDU: PLDA: FIHIGH EMEDIUM EJLOW FEE/AC: $ PAID ON PMI00004 I CONN. FEE I METER FEE I SDCWA FEE I TOTAL 1 I FSI 3,549 EA 1 403 ea 1 4,492 ea 1 8444 ea RECORD COPY Tier 2 Construction SWPPP Site Assessment Form ProjectID: CD (2 Project Information: Project Name AAA Mc'l- 1A v / a- C 6 '2_ __- At (A1Qj 41'& Project Address/Location; 137 3J //C'c'tI4 4V4/14'6f - f3/ 0 c ft c?Zo Responsible Parties/Contact Information: Name of Preparer: 'cr $iwoac.1.i Qualification of Preparer (Registration/Certification): Cc')J 12,c TOA Address:/24''/4 0c' 40,el'L-'6 _32 City/State/Zip Code: 5vV IO/'E C0C' , /27 Phone Number: ' '1 Name of Owner/Owner's Agent: /Vifl'' PI/"T - 'P/47 1-2/ LC Address: (' 60 / 3M144 ' /O/21've 42-O City/State/Zip Code: PrJ P i 7-' ('4 3' 7 PhoneNumber: - 0-70 v Name of Emergency Contact: 9cc' iT 04" 07 (during construction) Address: t($0 LAJ J1 j5c) City/State/Zip Code: C / 2 1 Phone Number: 'Y,0 Page 1of1O& J 12 we'1157) Tier 2 Site Assessment Form 3124/08 Site and Construction Activity Description: Construction Start Date: 9/5/i 2- End Date: 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: Grading Quantities: Quantities: Cut: 7'_CY; Fill: 7 CY; Import: __________CY; Export: I CY Any Stockpile Proposed? Al c/ If yes, then estimate quantity: CY Estimated duration of stockpile: PO __Months Soils types: 1i 1 rJ-1k i4p ,'t'. e'veo- y /g c&-s' 1, Does site contain a preponderance of soils with USDA-NRC S erosion factor kf greater than or equal to 0.4? No Is a staging area proposed (yes/no)? If yes, then where is it located? 41/M Is concrete washout required (yes/no)? ,(1b' Where is it located? 41 Any existing site contamination (yes/no)? /V c2 Where is it located? Any vehicle storage, maintenance or fueling area proposed (yes/no)? /"' Where is it located? f¼) /(1 Any de-watering operation proposed (yes/no)? Where is it located? Al (Pr- Any other special operations proposed that may impair water quality (yes/no)? itk' What and where? Page 2ofl0 Tier 2 Site Assessment Form 3/24/08 Watershed Basin project drains to: 0 Buena Vista Lagoon Agua Hedionda Lagoon 0 Enemas Creek 0 Batiquitos Lagoon D 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): e' If yes, describe additional controls that will be used on project site to mitigate for sediment impairments (if any): 9 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)? NO Check off permit types required: 0 Army Corps 404 permit Regional Board Water Quality 401 Certification 0 Coastal Commission Certification U.S. Fish and Wildlife Section 7 0 Fish and Game Stream Alteration Agreement 0 Other list: Page 3 of 10 Tier 2 Site Assessment Form 3/24/08 List materials that will be used on construction site and their handling and storage requirements G2.-LP(,V6, (/cC-f/ 6 - L-V(t-- I9'E 2-LM C67 G'P ,1. 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)? A114 If yes, attach spill prevention plan. Perceived Threat to Storm Water Quality rating: Using the Construction Threat Assessment Worksheet for determination of the projects Perceived Threat to Storm Water Quality rating (E-33): The Construction Threat to Storm Water Quality rating for this project is: 0 High Medium Signature of Plan Preparer: Signature: Date: __________ Print S'COT . 4 77 Title:10 e41r Attachments: IJ Storm Water Compliance Form - Tier 2 L1 Spill Prevention Plan U Hydrology and/or hydraulic study d- Solis and/or geotechnical report(s) U Other. List: Page 4 of 10 BMIP Selection: The following tables are provided to help identify and select appropriate site specific BMIPs 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 of the form and place an X(s) in the box(es) that form(s) an intersection between the activity/site condition row and BMP column(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 in the Special Notes on the Construction SWPPP drawing set. Page 5 of 10 Tier 2 Site Assessment Form 3/24/08 Wind Erosion Control BMPs Erosion BMPs C o C 0 0 C U) 0 BMPDescription -) . .5 Eui 0 a 0 . 75 -T 75 c_ CD 0 C 0 (1) M CD - o >< U)za -o >-. >-. - o CD . 0 U) 0 0 . • CD i- 0 U) 2 (I) - . > o c - CflOWI = U) U) CflU)C/)O CASQA Construction Activity or Site Condition Cleared Areas Flat pad graded areas Graded slope areas' Z Trenching/Excavation Stockpiling p(A- Drilling/Boring J(' Conduit/Pipe Installation Substructure/Pad Installation Staging Area ,VfA- Existing onsite vegetated areas Drainage flow onto site Drainage flows off of site Drainage at top of slope Other (list): Page 6 of 10 Tier 2 Site Assessment Form 3/24/08 oDoDm (n-1OC) C) C) V U) 0 0 C) CD o 0 -o co - <Q) ° 0 2> g. CD a- 00 -,C) 4' OM 4, I X SE-1 Silt Fence SE-2 Sediment Basin SE-3 Sediment Trap Cn -- ---- SE-4 Check Dam CD 0. XW SE-5 Fiber Rolls f-0 SE-6 Gravel Bag Berm Street Sweeping and SE 7 Vacuuming IM / SE-8 Sandbag Barrier ic --- -o ------- SE-9 Straw Bale Barrier U) -1' SE-1 0 Storm Drain Inlet Protection SE-Il Chemical Treatment CD 00 0 C O Q CD LIE 0) (0 0)0,CD C) C) 0 > OCDCn (/) U) 0 0)0)0 —I C U) CD—. U) C) 0 CD <0 2?. CD 00 (0 > CL -S-- C) 0 5 0 < 1' w —. TR-1 Stabilized Construction Ingress/Egress C) W TR-2 Stabilized Construcion C0 Roadway TR-3 Ingress/Egress Tire Wash —o CD0 M CD M Q) 0 5)0 C) N 0-C CD m 5.gJ go D — B.CD — a) CD CID .8 c 0 $0 . 0 / NS-1 Water Conservation Practices NS-2 Dewatering Operations NS-3 Paving and Grinding Operations NS-4 Temporary Stream Crossing Z NS-5 Clear Water Diversion NS-6 Illicit Connection/Discharge 7' NS-7 Potable Water/Irrigation NS-8 Vehicle and Equipment Cleaning ic------------- NS-9 Vehicle and Equipment Fueling ------------- NS-10 Vehicle and Equipment Maintenance 3 ---__ -------------- NS-11 Pile Driving Operations - NS-12 Concrete Curing ic NS-13 Concrete Finishing NS-14 Material and Equipment Use NS-15 Demolition Adjacent to Water NS-16 Temporary Batch Plants g O—o'cnoimcncn g C)C)O' g 10 CL 0)0 0) _.1!D5.00 CL Cl)n (I) CD CD 0 02?. cn 0 5 aK 0 2 5CL w D 0 0 CD WM-1 Material Delivery and Storage WM-2 Material Use CD WM-3 Stockpile Management ic IIIIIIIIIL_IIIIIIIIIIIII WM4 Spill Prevention and Control 03 WM-5 Solid Waste Management . . 91 ------ WM-6 Hazardous Waste Management W . Contaminated Soil Management -- WM-7 WM-8 Concrete Waste Management 0 WM-9 Sanitary/ Septic Waste Management 0 - - - - - - - WM-1O Liquid Waste Management CD 0 0 0 CITY OF CARLSBAD STORM WATER COMPLIANCE FORM - TIER 2 CONSTRUCTION SWPPP E-30 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I am applying he City of Carlsbad for oje or more of the following type of construction permit(s): Grading Permit El Building Permit Right-of-Way Permit My project does not meet any of the following criteria for a project that poses a significant threat to storm water quality: I My project does not include clearing, grading or other ground disturbances resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and, I My project is not part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, 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 contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). My project requires preparation and approval of a Tier 2 Construction Storm Water Pollution Prevention Plan (SWPPP) because my project meets one or more of the following criteria demonstrating that the project potentially poses a 7 morate threat to storm water quality: y project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); and/or, U 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 criteria: Project is located within 200 feet 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 is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or Project will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT 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 I 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. Applicant Information and Sianature Box Address: t31?'_J1 JA.M_Av Assessor's Parcel Numbers: Applicant Name:/Vc, W Applicant Title: C1 C. i p ASigature: Date7 / This Box for City Use Only City Con 77 nee: Yes) /1 No Date: 5/ o t _1 Project I :c7 E-30 Page 1 of 1 REV 4/30/10 CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 DeveloDment Services Building Department , 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: J Building Permit U Right-of-Way Permit U My project is categorically EXEMPT from Electrical Patio/Deck the requirement to prepare a storm water Fire Additional Re-Roofing Sign pollution prevention plan (SWPPP) because it L..............1//' Fire Alarm Fixed Systems Spa-Factory only requires issuance of one or more of the Mechanical Sprinkler following permit types: Mobile Home Water Discharge Plumbing Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria D My project qualities as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the no threar assessment criteria on the city's Project Threat Assessment Worksheet for Determination of construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier I . Low Threat Assessment Criteria LI My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: Results in some soil disturbance; and/or Includes outdoor construction activities (such as roofing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (chapter 15.16 of the Carlsbad Municipal code); or, Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct 1 through April 30). Yes . Tier 3 - Significant Threat Assessment Criteria LI My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or U My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, U My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where t can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. Project Address: Assessor Parcel No. 1373 Magnolia Ave. 205280IOO Owner/Owner's Authorized Agent Name: Tulle: Scot C.Sandstrom President Owneriorwner's uth ed Agent Signature: Date: Ic', 2012 Cityncurrance: : YES LINO )6ate ) Project to: FM S.- B-24 Page 1 of 1 Rev.03/09 CITY OF CARLSDDA BUILDING PLANCHECK - Development Services CHECKLIST Land Development Engineering 1635 Faraday Avenue E-36 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 12-646 Review # 1 Date: April 25, 2012 Project Address: 1377 Magnolia Av APN: 20528082M0 Project Description: 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 Email: linda.ontiveros@carlsbadca.gov Phone: 760-602-2773 Fax: 760-602-1052 Any outstanding issues will be marked with l)<_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 ATTACHMENTS: Engineering Application fl Right-of-Way Application/Info. Sheet F] Storm Water Form [Ii] Reference Documents OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT BY: DATE: REMARKS: Notification of Engineering APPROVAL has been sent to via on E-36 Page 1 of 6 REV 4/30/11 CB 12-646 Review # 1 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: LIII 111111111 EI E1121 North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets LIJ LJ LII LIII = Driveway widths X = Existing or proposed sewer lateral Existing or proposed water service FEDEIIIJ Submit on signed approved plans: DWG No. Cl Show on site plan: !I: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: 'Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address Assessor's parcel number. Legal description/lot number LIII For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. LII L 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: MS 10-04 Reference No(s): DWG 472-5A E-36 Page 2 of 6 REV 4/30/10 CB 12-646 Review # 1 DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering 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 DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost$605.00. -I II21 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 IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. LJ Public improvements required as follows: IN PROCESS PER PRIVATE & PUBLIC IMPROVEMENT PLANS DWG 472-5A Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of—&-44i-00 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. -I Future public improvements required as follows: NA E-36 Page 3 of 6 REV 6130/10 Review# 1 CB 12-646 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section p15.16 of the Municipal Code. I-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 information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector , Grant Clavier 760-602-2780 x 7318 . The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. EJ Minor Grading Permit required. See additional comments under item #10 for compliance of minor grading permit approval, GR 12-12 (APPLICATION ATTACHED) MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. E1 Right-of-way permit required for: E-36 Page 4 of 6 REV 6/30/10 -I Review # 1 CB 12-646 7. STORM WATER Construction Compliance -I j Project Threat Assessment Form complete. J Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 Tier 2 template link >>>> SWPPP, payment of processing fee and review by city. Please download the template: www.carlsbadca.gov/business/building/Documents/StormWaterTier2template.pdf Post-Development (SUSMP) Compliance Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/building/Documents/EnQStarldSW-StdS-VoI4-Ch2 .pdf Identify one or more of the following Low J Project needs to incorporate low impact development strategies throughout in one or Impact development more of the following ways: strategies on sheet Rainwater harvesting. (rain barrels or cistern) C. Vegetated Roof • LII Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line fl Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape LII Other: E-36 Page 5 of 6 • • REV 4/30/10 CB 12-646 Review # 1 9. WATER METER REVIEW Domestic (potable) Use EJ What size meter is required? Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be W. 8. FEES Required fees have been entered in building permit. j 7J Drainage fee applicable : NA, PAID AT PARCEL MAP --SEE PM100004 Added square feet Added square footage in last two years? E yes F71no Permit No. Permit No. Project built after 1980 yes E no Impervious surface > 50% fl yes []no Impact unconstructed facility El yes IZI LIII EIIZJ Fire sprinklers required yes no (is addition over 150 from centerline) Upgrade yes no No fees required /> 10 Additional Comments ****PNCHECK NO. 1 SUMMARY**** 7/ 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 grading 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-Identify one or more of the following Low Impact \\ development strategies on sheet Cl for Standard Storm water requirements. Resubmit: /7 (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 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB12-0645 Address 1373 Magnolia Avenue Planner Chris Garcia Phone (760) 602- 4622 APN: 205-280-81-00 Type of Project & Use: Single-Family Home Net Project Density: 3.65 DU/AC Zoning: R-1 General Plan: !M Facilities Management Zone: 1. CFD (in/out) #.Date of participation: N/A Remaining net dev acres:/ Circle One . . Legend: Z Item Complete LI Item Incomplete - Needs your action . LI Environmental Review Required: YES Z NO LI TYPE Exempt DATE OF COMPLETION: 4/19/2012 Compliance with conditions of approval? If not, state conditions which require action. LI Conditions of Approval: Discretionary Action Required: YES Z NO LI TYPE Coastal Development Permit APPROVAL/RESO. NO. 6872 DATE April 18, 2012 PROJECT NO. CDP 12-02 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 ZI LI pert conditions 6 and 13 of Planning Commission Resolution 6872. Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES JK NO D CA Coastal Commission Authority? YES 0 NO JK If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): CDP 12-02 approved 4/18/2012. LI Habitat Management Plan Data Entry Completed? YES LI NO LI 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!) LI Inclusionary Housing Fee required: YES LI NO Z (Paid with MS 10-04) (Effective date of Inclusionary Housing Ordinance - May. 21, 1993.) Data Entry Completed? YES LI NO LI • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • LI Housing Tracking Form (form P-20) completed: YEj NO LI N/A LI Rev 6/11 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Site P)an: LI Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, 1-' existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. Policy 44— Neighborhood Architectural Design Guidelines LI 1. Applicability: YES LI NO LI 2. Project complies: YES LI NOD 1. Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope Required 20' Shown 22.53' Required 8.92' Shown 8.92' Required N/A Shown N/A Required 17.84' Shown 24.36' Required N/A Shown N/A LI 3. Lot Coverage: Required <40% Shown 31.4% LI 4. Height: Required <30' Shown 26'4.5" LI 5. Parking: Spaces Required 2 enclosed Shown 3 enclosed in garage (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required 0 Shown (Dy LI Additional Comments In addition to submitting the mylar and Notice of Restriction, please submit the Housing Tracking Form (form P-20). OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTEe DATE !~~) Rev 6/11 Carlsbad Fire Department COPY Plan Review Requirements Category. RESDNTL, SFD Date of Report: 04-23-2012 Reviewed by: Name: NEW POINT COMMUNITIES Address: ATTN SCOT SANDSTORM STE 230 16880 WEST BERNARDO DR SAN DIEGO CA 92127 Permit #: CB 120645 Job Name: 1373 MAGNOLIA HOUSE Job Address: 1373 MAGNOLIA AV CBAD I s - Ma i III1DiL ftol tu *a V. ''ii Jill :T:1 ilL flftfll1OAJIU JJ.S PJTI1 JJ1Iii1W1i i.J'!Ji,I1JE t'r'r rn iT P1.P t11 J IIII A2Sr1 a ( SI - __ I Conditions: Cond: C0N0005371 [MET] ,'&teiyjiI,J THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 04/23/2012 By: df Action: AP INNOVATIVE is[ Murrieta, CA 92563 29970 Technology Drive, Suite 212 STRUCTURAL Phone: (951) 600-0032 ENGINEERING Fax: (951) 600-0036 www.lnnovativeStructuralEna.com Structural Calculations for: - Owner/ /SE Client: New Pointe Communities, Inc. 16880W. Bernardo Drive, Suite 230 San Diego, CA 92127 March 19, 2012 1373 MAGNOLIA A VENUE PARCEL 2 Carlsbad, CA 92008 APN:-- 20152c c'O ISE Project#: 12-1666 C&(z oft 64, ~ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 Phone: (951) 600-0032 ENGINEERING Fax: (951) 600-0036 www.lnnovativeStructuralEnp.com PROJECT INFORMATION: Project Name: 1373 MAGNOLIA AVENUE Project Address: PARCEL 2 Carlsbad, CA 92008 APN: -- Latitude/Longitude: 133.1574/-117.33264 ISE Project Manager:_Shane Lothrop e-mail: Shane(lnnovativeStructuralEng.com Applicable Building Code: 12010 California Building Code Project Description: Residential Single-Family Structure GRAVITY DESIGN LOADS: IROOF: I Roofing Material: (Tile) 12.0 psf 15/32" APA Sheathing: 1.5 psf Framing Members: 3.0 psf Drywall: 2.5 psf Miscellaneous: 1.0 psf (Plumbing, Mechanical) DEAD: (D) 20.0 psf LIVE: (Lr) 20.0 psf IRESIDENTIAL FLOOR: Finish Floor Material: 5.0 psf 23/32" APA Sheathing: 2.5 psf Framing Members: 3.0 psf Drywall: 2.5 psf Lightweight Concrete: 0.0 psf Miscellaneous: 2.0 psf (Plumbing, Mechanical) DEAD: (D) 15.0 psf LIVE: (L) 40.0 psf It INNOVATIVE IS[ STRUCTURAL ENGINEERING 29970 Technology Drive, Suite 212 Murrieta, CA 92563 Phone: (951) 600-0032 Fax: (951) 600-0036 FA SOIL DESIGN PARAMETERS: I Geotechnical Engineer: Advanced Geotechnical Inc. Geotechnical Report Number: 1201-02-B-2 Report Date: March 21, 2012 Allowable Soil Bearing Pressure: 2,000 psf Expansion Index (El): LOW Plasticity Index (P1): NP Anticipated Differential Settlement: 3/8" Soil Sulfate Content: Negligible Soil Corrosivity to Ferrous Metals: Mild Allowable Passive Pressure: 250 1 psf (Max xx psf) Active Pressure: 45 psf SEISMIC DESIGN PARAMETERS: I Soil Site Class: 0 Per Soils Report or Assumed D Short Period Spectral Acceleration, Ss:_I .274g USGS Long Period Spectral Acceleration, S :_0.480g USGS Occupancy Category: II Importance Factor, le: 1.0 IWIND DESIGN PARAMETERS: I Wind Design Speed, 3s Gust: 85 mph (ASCE 7-05) Building Wind Exposure: C Importance Factor, 1w: 1.0 Innovative Structural Engineering INNOVATIVE 29970 Technology Dr, #212 STRUCTURAL Mumeta, CA 92563 IS[ (951) 600-0032 Title: Magnolia Parcel 2 Engineer: SXL Project Desc.: Job# 12-1666 ,A,ITT I Lic. #: KW-06008078 Licensee : innovative structural engineering, inc. (ise Description: 81 - Drop Bm at Balcony - 2nd Floor Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 2900 psi Ebend- xx 2000 ksi Fc - Pl 2900 psi Eminbend - xx 1016.535 ksi Wood Species : iLevel Truss Joist Fc - Porn 750 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.12) Lr(0.12) 5.25x11.875 Span = 18.670 ft Applied Loads - - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (Roof) DESIGN SLIMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = - 0.297 1 Maximum Shear Stress Ratio = 0.142: 1 5.25x11.875 Section used for this span 5.25x11.875 = 1,076.08psi fv:Actual = 51.33 psi = 3,625.00psi Fv: Allowable = 362.50 psi -fO4r4l Load Combination O4.r#I = 9.335tt Location of maximum on span = 17.737 It = Span # 1 Span # where maximum occurs = Span # 1 0.226 in Ratio = 992 0.000 in Ratio = 0 <360 0.478 in Ratio = 469 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN Cr Cm C CL M fb Fb V fv Fv V.', V.VV J.VJ Length = 18.670 ft 1 0.217 0.104 0.900 1.000 1.000 1.000 1.000 1.000 5.84 567.59 2610.00 1.13 27.08 261.00 +04r+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 18.670 ft 1 0.297 0.142 1.250 1.000 1.000 1.000 1.000 1.000 11.06 1,076.08 3625.00 2.13 51.33 362.50 +1J-.0.750Lr.0.750L41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 18.670 It 1 0.262 0.125 1.250 1.000 1.000 1.000 1.000 1.000 9.76 948.96 3625.00 1.88 45.27 362.50 +040.750Lr+0.750L40.750W41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length 18.670ft 1 0.205 0.098 1.600 1.000 1.000 1.000 1.000 1.000 9.76 948.96 4840.00 i.88 45.27 464.00 I040.750Lr40.750L40.5250E41 1.000 1.000 1.000 1.000 1.000 0.00 6.00 0.00 0.00 Length =18.670ft 1 0.205 0.098 1.600 1.000 1.000 1.000 1.000 1.000 9.76 94896 4640.00 188 45.27 464.00 Overall Maximum Deflections - Unfactored Loads - Load Combination Span Max. -' Dell Location in Span Load Combination Max. 'i' Dell Location in Span D+lr 1 0.4776 9.428 0.0000 0.000 INNOVATIVE 29970 Technology Or, #212 Engineer. SXL Murneta, CA 92563 Project Oesc.: IS[ Innovative Structural Engineering Tiller Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovallveStructuralEng.com WoodI i*i ii Lic. #:KW-06008078 Licensee : innovative structural engineering, inc. (ise), Description: Bi - Drop Bm at Balcony - 2nd Floor Vertical Reactions - Unfactored - - Support notation Far left is #1 Values in KIPS Load Combinafion Support 1 Support 2 Overall MAXimum 2.371 2.371 DOnly 1.250 1.250 LrOnly 1.120 1.120 D+Lr 2.371 2.371 Innovative Structural Engineering INNOVATIVE 29970 Technology Or, #212 STRUCTURAL Murneta, CA 92563 IS[ (951) 600-0032 ENGINEERING www.InnovafiveStructuralEng.com Title: Magnolia Parcel 2 Engineer SXL Project Desc.: Job# 12-1666 File: w\1666ENGlNEERING\1666 calcs.ec6 Wood Beam ENERCALC, INC. 1983-2011, 6ufld:6.12.3.12, Ver.6.12.3.12 Lic. #: KW-06008078 Licensee : innovative structural engineering, inc. Om Description: B2 - HDR at Rear of Bed 4 Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 875.0 psi Ebend- xx 1,300.0 ksi Fc - Pril 600.0 psi Eminbend - xx 470.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.135) L(0.36) D(0O5) D(O.12)tr(O.12) * 4x8 Span = 4.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: 0 = 0.020, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (Roof) Uniform Load: 0 = 0.050, Tributary Width = 1.0 ft, (Wall) Uniform Load: D=0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.462 1 Maximum Shear Stress Ratio = 0.326: 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 524.97 psi N: Actual = 55.50 psi FB:Allowable = 1,137.50psi Fv: Allowable = 170.00 psi Load Combination +O+L4I Load Combination 404.+H Location of maximum on span = 2.000fl Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.019 in Ratio = 2488 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.032 in Ratio = 1510 Max Upward Total Deflection 0.000 in Ratio = 0 <480 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm C CL M tb Fb V fv Fv +0 0.00 0.00 0.00 0.00 Length =4.oft 1 0.238 0.168 0.900 1.300 1.000 1.000 1.000 1.000 0.62 243.18 1023.75 0.43 25.71 153.00 +04t41 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =4.oft 1 0.462 0.326 1.000 1.300 1.000 1.000 1.000 1.000 1.34 524.97 1137.50 0.94 55.50 170.00 .i4J+Lr+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 4.0 It 1 0.237 0.168 1.250 1.300 1.000 1.000 1.000 1.000 0.86 337.11 1421.88 0.60 35.64 212.50 +0-+0.750Lr+0.750L+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =4.oft 1 0.369 0.261 1.250 1.300 1.000 1.000 1.000 1.000 1.34 524.97 1421.88 0.94 55.50 212.50 +0+0.750L+0.750S+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r4.oft 1 0.347 0.246 1.150 1.300 1.000 1.000 1.000 1.000 1.16 454.52 1308.13 0.81 48.06 195.50 +Os0.750Lr+0.750L+0.750W41 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =4.Oft 1 0.288 0.204 1.600 1.300 1.000 1.000 1.000 1.000 1.34 524.97 1820.00 0.94 55.50 272.00 .0+0.750L+0.750S+0.750W41 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Is INNOVATIVE 29970 Technology Or, #212 Engineer: SXL tilInk Murrieta, CA 92563 Project Desc.: Innovative Structural Engineenng Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com Wood Beam File: w\1666\ENGINEERING\1666 calcs.ec6 ENERCALC, INC. 1983-2011, Bui:6.l2.3.l2, Ver.6.12.3.12 I Lic. Licensee : innovative structural engineering, inc. (ise) Description: B2 - HDR at Rear of Bed 4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C r Cm C CL M lb Fb V fv Fv Length =4.0ft 1 0.250 0.177 1.600 1.300 1.000 1.000 1.000 1.000 1.16 454.52 1820.00 0.81 48.06 272.00 +13+0.750Lr+0.750L.0.5250E41 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r4.oft 1 0.288 0.204 1.600 1.300 1.000 1.000 1.000 1.000 1.34 524.97 1820.00 0.94 55.50 272.00 +090.750L40.750540.5250E4H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length '4.Oft 1 0.250 0.177 1.600 1.300 1.000 1.000 1.000 1.000 1.16 454.52 1820.00 0.81 48.06 272.00 Overall Maxim um Deflections - Unfactored Loads Load Combination Span Max. - Dell Location in Span Load Combination Max. + Dell Location in Span D4+Lr 1 0.0318 2.020 0.0000 0.000 Vertical Reactions = Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.581 1.581 O Only 0.621 0.621 L Only. 0.720 0.720 LrOnly 0.240 0.240 Lftr 0.960 0.960 D+Lr 0.861 0.861 Ok 1.341 1.341 04.+Lr 1.581 1.581 INNOVATIVE 29970 Technology Dr, #212 Engineer. SXL Murneta, CA 92563 Project Desc.: ISE Innovative Structural Engineenng Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com File: w.\16681ENG1NEER1NG\1666 calcs.ec6 Wood Beam ENERCALC, INC. 1983-2011, Build:6.12.3.12, Ver.6.12.3.12 Description: B3 - HEIR at Rear of Great Room Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7.()5 Fb - Compr 2,600.0 psi Ebend- xx 1900.0 ksi Fc - Pril 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species : iLevel Truss Joist Fc - Pep 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 3.5x14 Span = 12.0 ft Applied Loads - Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 6.0 if, (Root) Uniform Load: D = 0.050, Tnbutary Width = 1.0 if, (Wall) Uniform Load: D=0.0150, L = 0.040 ksf, Tributary Width = 9.0 It, (Floor) Maximum Bending Stress Ratio = 0.491 1 Maximum Shear Stress Ratio = 0.353: 1 Section used for this span 3.5x14 Section used for this span 3.5x14 fb:Actual = 1,277.03p51 fv:Actual = 100.57 psi FB : Allowable = 2,600.00 psi Fv: Allowable = 285.00 psi Load Combination Load Combination Location of maximum on span = . 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.148 in Ratio = 970 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.246 in Ratio = 584 Max Upward Total Deflection 0.000 in Ratio = 0 <480 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm Ct CL M lb Fb V fv Fv -.43 . 0.00 0.00 0.00 0.00 Length = 12.0 It 1 0.255 0.183 0.900 1.000 1.000 1.000 1.000 1.000 5.69 596.92 2340.00 1.54 47.01 256.50 +0+4+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.491 0.353 1.000 1.000 1.000 1.000 1.000 1.000 12.17 1,277.03 2600.00 3.29 100.57 285.00 +0+Lr41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.253 0.182 1.250 1.000 1.000 1.000 1.000 1.000 7.85 823.62 3250.00 2.12 64.86 356.25 .O+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.393 0.282 1.250 1.000 1.000 1.000 1.000 1.000 12.17 1,277.03 3250.00 3.29 100.57 356.25 ..43+0.750L-.0.750S41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =12.oft 1 0.370 0.266 1.150 1.000 1.000 1.000 1.000 1.000 10.55 1,107.00 2990.00 2.85 87.18 327.75 -.13+0.750Lr+0.750L-.0.750W41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 It 1 0.307 0.221 1.600 1.000 1.000 1.000 1.000 1.000 12.17 1,277.03 4160.00 3.29 100.57 456.00 +0-.0.750L-.0.7505-.0.750W41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 INNOVATIVE 29970 Technology Di, #212 Engineer: SXL Mumeta, CA 92563 Project Desc.: TIM IS[ Innovative Structural Engineenng Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com File: w\1666\ENGINEERING\1666 calcs.ec6 Wood Beam ENERCALC, INC. 1983-2011, Build:6.12.3.12, Ver.6.12.3.12 I Description: B3- HDR at Rear of Great Room Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm Ct C L M U) Fb V Iv Fv Length = 12.0 ft 1 0.266 0.191 1.600 1.000 1.000 1.000 1.000 1.000 10.55 1,107.00 4160.00 2.85 87.18 456.00 4040.750Lr40.750L40.5250E*I 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.307 0.221 1.600 1.000 1.000 1.000 1.000 1.000 12.17 1277.03 4160.00 3.29 100.57 456.00 +040.750L+0.750S.0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =12.oft 1 0.266 0.191 1.600 1.000 1.000 1.000 1.000 1.000 10.55 1,107.00 4160.00 2.85 87.18 456.00 Overall Maximum Deflections - Uiifactored Loads Load Combination Span Max.!-" Deft Location in Span Load Combination Max. --• Deft Location in Span D+L4r 1 0.2462 6.060 0.0000 0.000 Vertical Reactins - Unfactoreci - - Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 D Only 1.896 1.896 LOnly 2.160 2.160 Lr Only 0.720 0.720 L4j 2.880 2.880 Ditr 2.616 2.616 D+L 4.056 4.056 D*1*Lr 4.776 4.776 Innovative Structural Engineering INNOVATIVE 29970 Technology Or, #212 ISE ENGINEERING STRUCTURAL Munleta, CA 92563 (951) 600-0032 Title: Magnolia Parcel 2 Engineer: SXL Project Desc.: Job# 12-1666 File: W:1666'ENGINEERING\1666 ccs.ec6 Wood Beam ENERCALC, INC. 1983-2011, Build:6.12.3.12, Ver.6.12.3.12 lutEsI*IuI:Is1: Licensee : innovative structural engineering, inc. (iO Description: 84- Flush Bm at Right of Great Rm Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 2400.0 psi Ebend- xx 1 800.0 ksi Fc - Pill 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : OF/OF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F - V8 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.7) Lr(0.7) 3.125x22.5 pan= 17.0 fit Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (Roof) Uniform Load: D = 0.050, Tributary Width = 1.0 ft, (Wall) Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width = 0.6670 ft, (Floor) Point Load : 0=1.80, Lr = 1.680 k @ 8.250 ft Uniform Load: D = 0.020, Lr = 0.020 ksf, Extent = 0.0 ->> 10.250 ft, Tributary Width = 15.750 ft, (Root) Point Load: 0 = 0.70, Lr = 0.70 k @ 13.250 ft, (GT) Uniform Load: 0 = 0.020, Lr= 0.020 ksf, Extent = 0.0 ->> 13.250 ft, Tributary Width = 5.750 ft, (Roof) DESIGN SUMMARY lllI•] Maximum Bending Stress Ratio 0.7451 Maximum Shear Stress Ratio = 0.543: 1 Section used for this span 3.125x22.5 Section used for this span 3.125x22.5 fb:Actual = 2235.37p5i fv:Actual = 179.74 psi FB : Allowable = 3,000.00psi Fv: Allowable = 331.25 psi Load Combination #04r4+1 Load Combination Location of maximum on span = 8.245ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.219 in Ratio = 933 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.458 in Ratio = 444 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combinaon Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN Cr Cm C CL M lb Fb V fv Fv 40 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.552 0.402 0.900 1.000 1.000 1.000 1.000 1.000 26.18 1,191.47 2160.00 4.49 95.88 238.50 40+L4H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.515 0.376 1.000 1.000 1.000 1.000 1.000 1.000 27.14 1,235.30 2400.00 4.67 99.66 265.00 .+04r+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.745 0.543 1.250 1.000 1.000 1.000 1.000 1.000 49.12 2,235.37 3000.00 8.43 179.74 331.25 +13-+0.750Lr+0.750L41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =17.oft 1 0.669 0.488 1.250 1.000 1.000 1.000 1.000 1.000 44.10 2,007.27 3000.00 7.58 161.61 331.25 4040.750L40.750S4$. 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 INNOVATIVE 29970 Technology Di, #212 Engineer SXL Murneta, CA 92563 Project Desc.: tim IS[ Innovative Structural Engineering Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com File: W:\1666\ENGINEERING\1666 calcs.ec6 Wood Beam ENERCALC. INC. 1983-2011. Bulki:6.12.3.12, Ver.6.12.3.12 I Description: B4 - Flush Bm at Right of Great Rm Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm C CL M ft Fb V Iv Fv Length = 17.0 It 1 0.444 0.324 1.150 1.000 1.000 1.000 1.000 1.000 26.90 1,224.34 2760.00 4.63 98.72 304.75 +0+0.750Lr#0.750L-*0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 17.0 It 1 0.523 0.381 1.600 1.000 1.000 1.000 1.000 1.000 44.10 2,007.27 3840.00 7.58 161.61 424.00 4040.750L40.750540.750W+fl 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.319 0.233 1.600 1.000 1.000 1.000 1.000 1.000 26.90 1,224.34 3840.00 4.63 98.72 424.00 +040.750Lr.0.750L40.5250E.H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =17.oft 1 0.523 0.381 1.600 1.000 1.000 1.000 1.000 1.000 44.10 2,007.27 3840.00 7.58 161.61 424.00 .s0.0.750L40.7505+0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 17.0 It 1 0.319 0.233 1.600 1.000 1.000 1.000 1.000 1.000 26.90 1,224.34 3840.00 4.63 98.72 424.00 Overall Maximum Defteciions - Unfactored Loads - Load Combination Span Max. - Deft Location in Span Load Combination Max. + Deft Location in Span 04.ti 1 0.4584 8.415 0.0000 0.000 Vertical Reactions - nfactored - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.701 8.145 D Only 5.590 4.310 L Only 0.227 0.227 Lr Only 4.884 3.608 L4r 5.111 3.835 D+Lr 10.474 7.918 0+1 5.817 4.537 D+1+lr 10.701 8.145 Innovative Structural Engineering ISE INNOVATIVE 29970 Technology Or, #212 STRUCTURAL Murneta, CA 92563 ENGINEERING www.lnnovabveStructuralEng.com (951) 600-0032 Title: Magnolia Parcel 2 Engineer. SXL Project Desc.: Job# 12-1666 File: w\1666IENGINEERING\1666calcs.e6 Wood Beam ENERCALC, INC. 1983-2011, Bulkl:6.12.3.12, Ver.6.12.3.12 Lic. #: KW-06008078 Licensee : innovative structural engineering, im (i!n Description: 135 - Drop Bm at Front of Great Rm Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 875 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 875 psi Ebend- xx 1300 ksi Fc - Pril 600 psi Eminbend - xx 470 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 32.21 pcI Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.135) L(0.36) D(d05) 4x8 = 6.250 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: 0 = 0.050 Tributary Width = 1.0 if, (Wall) Uniform Load: D=0.0150, L = 0.040 ksf, Tributary Width= 9.0 if, (Floor) Maximum Bending Stress Ratio = 0.92B 1 Maximum Shear Stress Ratio = 0.485: 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 1,052.34 psi fv : Actual = 82.40 psi FB : Allowable = 1,137.50ps1 Fv: Allowable = 170.00 psi Load Combination +O+L+H Load Combination -*1J-.L4I Location of maximum on span = 3.125ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.086 in Ratio = 869 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.132 in Ratio = 568 Max Upward Total Deflection 0.000 in Ratio = 0 <480 Load Combination Max Stress Ratios Segment Length Span # M V C C FN C r Maximum Forces & Stresses for Load Combinations Cm C t CL M Moment Values fb Fb V Shear Values fv Fv +0 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.356 0.186 0.900 1.300 1.000 1.000 1.000 1.000 0.93 364.38 1023.75 0.48 28.53 153.00 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.925 0.485 1.000 1.300 1.000 1.000 1.000 1.000 2.69 1,052.34 1137.50 1.39 82.40 170.00 +0+0.750Lr+0.750L+H 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.619 0.324 1.250 1.300 1.000 1.000 1.000 1.000 2.25 880.35 1421.88 1.17 68.93 212.50 .'1J+0.750L+0.750S4l 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length 6.250ft 1 0.673 0.353 1.150 1.300 1.000 1.000 1.000 1.000 2.25 880.35 1308.13 1.17 68.93 195.50 '13+0.750Lr+0.750L+0750Ws+J 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r6.250ft 1 0.484 0.253 1.600 1.300 1.000 1.000 1.000 1.000 2.25 880.35 1820.00 1.17 68.93 272.00 +0+0.750L+0.7505+0.750W+fI 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.484 0.253 1.600 1.300 1.000 1.000 1.000 1.000 2.25 880.35 1820.00 1.17 68.93 272.00 +0-+0.75OLr+0.750L+0.5250E.4-1 1.300 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.484 0.253 1.600 1.300 1.000 1.000 1.000 1.000 2.25 880.35 1820.00 1.17 68.93 272.00 ku Innovative Structural Engineering INNOVATIVE 29970 Technology Or, #212 STRUCTURAL Murneta, CA 92563 IS[ ENGINEERING (951) 600-0032 www.lnnovativeStructuralEng.com Title: Magnolia Parcel 2 Engineer SXL Project Desc.: Job# 12-1666 rile. vi.i IUOOiCiiu1CCflhlUfl 10110 l.GlL.11.VUU I Wood Beam ENERCALC, INC. 1983-2011,Bufld:6.12.3.12Ver.6.12.3.12 I Description: 85- Drop Bm at Front of Great Rm Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm ct CL M lb Fb V Iv Fv +O+0.750L+0.750S+0.5250E'+l 1.300 1.000 1.000 1.000 1.000 - 0.00 0.00 0.00 0.00 Length o6.250ft 1 0.484 0.253 1.600 1.300 1.000 1.000 1.000 1.000 2.25 880.35 1820.00 1.17 68.93 272.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. - Dell Location in Span Load Combination Max. "+" Dell Location in Span 0.0000 0.000 Vertical Reactions Unfactored - Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.721 1.721 O Only 0.596 0.596 LOnIy 1.125 1.125 0+1 1.721 1.721 INNOVATIVE 29970 Technology Dr, #212 Engineer SXL meta, CA 92563 Project Desc.: Innovative Structural Engineering Tulle: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL Mu (951) 600-0032 IS[ ENGINEERING www.lnnovativeStructuralEng.com File: w.\1666'iENGlNEERING\1666 calcs.ec6 Wood Beam ENERCALC, INC. 1983-2011, Bufld:6.12.3.12, Ver-.6.12.3.12 Description: B6 - Flush Elm at Front of Garage Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb-Compr 2,400.0 psi Ebend-xx 1,800.0ksi Fc - Pril 1650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc- Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F - V8 Fv 265.0 psi Eminbend -yy 830.0ksi Ft 1,100.0psi Density 32.210 pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Span = 23.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 11.50 if, (Floor) Uniform Load: D = 0.050, Tributary Width = 1.0 if, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.522 1 Maximum Shear Stress Ratio = 0.279: 1 Section used for this span 6.75x21 Section used for this span 6.75x21 fb:Actual = . 1,142.3Opsi fv:Actual = 73.88 psi FB : Allowable = 2,187.74 psi Fv: Allowable = 265.00 psi Load Combination -+04.-41 Load Combination 404.41 Location of maximum on span = 11.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.311 in Ratio = 886 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.483 in Ratio = 570 Max Upward Total Deflection 0.000 in Ratio = 0 <480 Load Combination - Max Stress Ratios - Segment Length Span # M V C C FN CrCm Maximum Forces & Stresses for Load Combinations_______________________________________________________________________ C1 CL M Moment Values lb Fb V Shear Values fv Fv 40 0.00 0.00 0.00 0.00 Length 23.oft 1 0.206 0.110 0.900 0.912 1.000 1.000 1.000 1.000 16.81 406.58 1968.97 2.48 26.29 238.50 +04-+H 0.912 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 23.0 ft 1 0.522 0.279 1.000 0.912 1.000 1.000 1.000 1.000 47.23 1,142.30 2187.74 6.98 73.88 265.00 4040.750Lr40.750L-+H 0.912 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length 23.Oft 1 0.350 0.187 1.250 0.912 1.000 1.000 1.000 1.000 39.62 958.37 2734.67 5.86 61.98 331.25 .040.750L-.0.750S41-1 0.912 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r23.oft 1 0.381 0.203 1.150 0.912 1.000 1.000 1.000 1.000 39.62 958.37 2515.90 5.86 61.98 304.75 +0-.0.750Lr-.0.750L*0.750W-s.H 0.912 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =23.oft 1 0.274 0.146 1.600 0.912 1.000 1.000 1.000 1.000 39.62 958.37 3500.38 5.86 61.98 424.00 4040.750L40.750540.750W41 0.912 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =23.0ft 1 0.274 0.146 1.600 0.912 1.000 1.000 1.000 1.000 39.62 958.37 3500.38 5.86 61.98 424.00 -s0-+0.750Lr-.0.750L40.5250E-.l-I 0.912 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =23.0ft 1 0.274 0.146 1.600 0.912 1.000 1.000 1.000 1.000 39.62 958.37 3500.38 5.86 61.98 424.00 INNOVATIVE 29970 Technology Or, #212 Engineer. SXL IS[ STRUCTURAL Murrieta, CA 92563 Project Desc.: Innovative Structural Engineering Title: Magnolia Parcel 2 Job # 12-1666 (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com WoodI !1ii ILic. #: KW-06008078 Licensee : innovative structural engineering, inc. (ise) Description: B6 - Flush Bm at Front of Garage Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm Ct CL M fb Fb V Iv Fv +040.750L90.750S40.5250E+H 0.912 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =23.ott 1 0.274 0.146 1.600 0.912 1.000 1.000 1.000 1.000 39.62 958.37 3500.38 5.86 61.98 424.00 Overall Maximum Deflections - Unfactored Loads - Load Combination Span Max. - Defi Location in Span Load Combination Max. + Defi Location in Span 0+1.. 1 0.4834 11.615 0.0000 0.000 Vertical Reactions - Unfactored -- - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)(imum 8.213 8.213 D Only 2.923 2.923 L Only 5.290 5.290 0+1 8.213 8.213 INNOVATIVE 29970 Technology Or, #212 Engineer SXL meta, CA 92563 Project Desc.: Innovative Structural Engineering Title: Magnolia Parcel 2 Job # 12-1666 IS[ STRUCTURAL Mu (951) 600-0032 ENGINEERING w.lnnovativeStructuraIEng.com File: w.\l666'ENGlNEER1NG\1666 calcs.ec6 Wood Beam ENERCALC, INC. 1983-2011, Buikl:6.12.3.12, Ver.6.12.3.12 Description: B7 - Flush Bm over Garage (Left) Material Properties Calculations per NDS 2005, ASCE 7.05 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - PrlI 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc - Perp 650.0p51 Ebend-yy 1,600.0ksi Wood Grade :24F - V8 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.14)Lr(0.14) fl(()J A1 V17VQI D(0010o05,) 1_00266 RR )+l r(fl R) I D(0.05) D(0.13)10.13) '8.75x22.5 Span =22.50ft Applied Loads - - . . -: Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 6.50 ft. (Roof) Uniform Load: D = 0.050, Tributary Width = 1.0 ft, (Wall) Uniform Load: D =0.0150, L = 0.040 ksf, Tributary Width = 0.6670 ft. (Floor) Point Load: D =2.40, Li = 2.270 k @ 4.50 ft. (GT) Point Load: D =2.920, L = 5.290k @5.0 ft. (B6) Point Load: D =0.860, Lr = 0.80 k @ 14.750 ft. (GT) Uniform Load: D =0.020, Lr = 0.020 ksf, Extent = 4.50 ->> 14.750 ft. Tributary Width = 7.0ff, (Roof) Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.52S1 8.75x22.5 = 1,113.59psi = 2.121.70psi 0.750Lr40.750L44-1 = 7763ff = Span #1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.400:1 8.75x22.5 = 105.91 psi = 265.00 psi 4D-0.750Lr40.750L-'4-1 = 0.000 ft = Span #1 0.243 in Ratio= 1109 0.000 in Ratio = 0 <480 0.479 in Ratio = 564 0.000 in Ratio = 0 <480 Maximum Forces & Stresses for Load Combinations i Load Combination Max Stress Ratios Moment Values Segment Length Span# M V C C FN Cr Cm. C t CL M lb Fb 40 0.00 Length = 22.50 ft 1 0.292 0.216 1.000 0.884 1.000 1.000 1.000 1.000 38.11 619.51 2121.70 0.884 1.000 1.000 1.000 1.000 0.00 Length 22.50ft 1 0.440 0.342 1.000 0.884 1.000 1.000 1.000 1.000 57.48 934.22 2121.70 s0+Lr+H 0.884 1.000 1.000 1.000 1.000 0.00 Length =22.50ft 1 0.464 0.335 1.000 0.884 1.000 1.000 1.000 1.000 60.60 985.05 2121.70 4040.750Lr40.750L41-I 0.884 1.000 1.000 1.000 1.000 0.00 Length 22.50ft 1 0.525 0.400 1.000 0.884 1.000 1.000 1.000 1.000 68.51 1,113.59 2121.70 40.0.750L40.750S41 0.884 1.000 1.000 1.000 1.000 0.00 Shear Values V Iv Fv 0.00 0.00 0.00 7.52 57.30 265.00 0.00 0.00 0.00 11.89 90.57 265.00 0.00 0.00 0.00 11.66 88.85 265.00 0.00 0.00 0.00 13.90 105.91 265.00 0.00 0.00 0.00 INNOVATIVE 29970 Technology Or, #212 Engineer. SXL Murneta, CA 92563 Project Desc.: Ulm I S I Innovative Structural Engineering Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com File: w\1666\ENGINEERING11666 calcs.ec6 Wood Beam ENERCALC, INC. 1983-2011, Bui:6.12.3.12, Ver.6.12.3.12 Lic. #: KW-06008078 Licensee : innovative structural engineering, inc. (is Description: 67- Flush Bm over Garage (Left) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN Cr Cm Ct CL M fb Fb V hi Fv Length 22.50ft 1 0.401 0.310 1.000 0.884 1.000 1.000 1.000 1.000 52.36 851.11 2121.70 10.80 82.25 265.00 +O.0.75OLr40.750L+0.750W'+l 0.884 1.000 1.000 1.000 1.000 . 0.00 0.00 0.00 0.00 Length 22.50ft 1 0.525 0.400 1.000 0.884 1.000 1.000 1.000 1.000 68.51 1113.59 2121.70 13.90 105.91 265.00 .i40+0.750L.0.750S+0.750W+H 0.884 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length 22.50ft 1 0.401 0.310 1.000 0.884 1.000 1.000 1.000 1.000 52.36 851.11 2121.70 10.80 82.25 265.00 +D.0.750Lr40.750L40.5250E+H 0.884 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r22.50ft 1 0.525 0.400 1.000 0.884 1.000 1.000 1.000 1.000 68.51 1,113.59 2121.70 13.90 105.91 265.00 4O.0.750L40.750S40.5250E41-I 0.884 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r22.50ft 1 0.401 0.310 1.000 0.884 1.000 1.000 1.000 1.000 52.36 851.11 2121.70 10.80 82.25 265.00 Overall Maximum Deflections - UnIactoreci Loads Load Combination Span Max. - Defi Location in Span Load Combination Max. + Defi Location in Span 1 0.4786 10.688 0.0000 0.000 Vertical Reactions - (Jnfactored . Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.731 9.470 D Only 7.941 4.940 L Only 4.415 1.476 Lr Only 4.375 3.055 Liii 8.790 4.531 Diii 12.317 7.994 OiL 12.356 6.415 D4+Lr 16.731 9.470 INNOVATIVE 29970 Technology Or, #212 Engineer. SXL Murrieta, CA 92563 Project Desc.: IS[ Innovative Structural Engineering Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com Wood Beam ENERCALCFiie:w\1666'iENGINEERING\1666ccs.ec6 , INC. 1983-2011, Bulld:6.12.3.12, Ver.6.12.3.12 Description: 88 - HDR at 2-Car Garage Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7J05 Fb - Compr 2400 psi Ebend-xx 1800ksi Fc - Pril 1650 psi Eminbend - xx 930 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade :24F - V8 Fv 265 psi Eminbend - yy 830 ksi Ft 1100 psi Density 32.21pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(7.94) Lr(4.38) L(4.41) D(0.0825) L(0.22) D(005) D(0.04) Lr0.04) 6.75x19.5 Span = 16.250 ft Applied Loads - Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: 0 = 0.020, Li = 0.020 ksf, Tributary Width = 2.0 if, (Roof) Uniform Load: D = 0.050 k/if, Extent = 6.0 ->> 16.250 if, Tributary Width = 1.0 if, (Wall) Uniform Load: 0 = 0.0150, L = 0.040 ksf, Extent = 6.0 ->> 16.250 if, Tributary Width = 5.50 if, (Floor) Point Load: 0 = 7.940, Lr = 4.380, L = 4.410 k @6.0 if, (B7) DESIGN SUMMARY 0 Maximum Bending Stress Ratio = 0.6841 Maximum Shear Stress Ratio = 0.403: 1 Section used for this span 6.75x19.5 Section used for this span 6.75x19.5 lb:Actual = 1,561.68psi fv:Actual = 106.90 psi FB : Allowable = 2,281 .93 psi Fv: Allowable = 265.00 psi Load Combination -'4D-'4..+4-I Load Combination +0444-I Location of maximum on span = 6.013ft Location of maximum on span = 0.000 It Span # where maximum occurs - = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.207 in Ratio = 942 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.391 in Ratio = 498 Max Upward Total Deflection 0.000 in Ratio = 0 <480 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm C CL M lb Fb V fv Fv 40 0.00 0.00 0.00 0.00 Length = 16.250 It 1 0.474 0.281 0.900 0.951 1.000 1.000 1.000 1.000 34.73 974.12 2053.73 5.89 67.10 238.50 443441 0.951 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.684 0.403 1.000 0.951 1.000 1.000 1.000 1.000 55.67 1,561.68 2281.93 9.38 106.90 265.00 +0tr4l 0.951 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length 16.250ft 1 0.516 0.307 1.250 0.951 1.000 1.000 1.000 1.000 52.51 1,473.08 2852.41 8.91 101.55 331.25 4040.750Lr40.750L+H 0.951 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 16.250 it 1 0.627 0.371 1.250 0.951 1.000 1.000 1.000 1.000 63.78 1,789.02 2852.41 10.77 122.79 331.25 +040.750L40.7505'4-1 0.951 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 16.250 It 1 0.539 0.318 1.150 0.951 1.000 1.000 1.000 1.000 50.44 1,414.79 2624.21 8.51 96.95 304.75 .0+0.750Lr+0.750L'0.750W+H 0.951 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.490 0.290 1.600 0.951 1.000 1.000 1.000 1.000 63.78 1,789.02 3651.08 10.77 122.79 424.00 INNOVATIVE 29970 Technology Or, #212 Engineer. SXL Murrieta, CA 92563 Project Desc.: IS[ Innovative Structural Engineering Tulle: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com IfTTWoodIBeam ENERCALC, INC. 198,3-2011,Build:6.12.3.12,Ver.6.12.3.12 I Lic. # : KW-06008078 Licensee : innovative structural engineering, inc. (ise) Descnption: 68- HDR at 2-Car Garage Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm Ct CL M fb Fb V fv Fv I0+0.750L40.750S+0.750W41 0.951 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length rl6.25011 1 0.387 0.229 1.600 0.951 1.000 1.000 1.000 1.000 50.44 1,414.79 3651.08 8.51 96.95 424.00 'O+0.750Lr*0.750L-'0.5250E.l-I 0.951 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 16.250 ft 1 0.490 0.290 1.600 0.951 1.000 1.000 1.000 1.000 63.78 . 1,789.02 3651.08 10.77 122.79 424.00 4040.750L+0.750S40.5250E#1 0.951 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r16.250ft 1 0.387 0.229 1.600 - 0.951 1.000 1.000 1.000 1.000 50.44 1414.79 3651.08 8.51 96.95 424.00 Overall Maximum Deflections - Unfactoreci Loads F Load Combination Span Max. - DeN Location in Span Load Combination Max. Dell Location in Span D-'4tr 1 0.3912 7.719 0.0000 0.000 Vertical Reactions- )Jnfactored - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.582 9.540 D Only 6.001 4.426 L Only 3.493 3.172 Lr Only 3.088 1.942 L4r 6.581 5.114 D4r 9.089 6.368 0+1 9.494 7.598 D4+1r 12.582 9.540 Un INNOVATIVE 29970 Technology Di, #212 Engineer. SXL Murrieta, CA 92563 Project Desc.: rwa Innovative Structural Engineering Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 IS[ ENGINEERING www.lnnovativeStructuralEng.com File: w11666\ENGINEERING\1666 calcs.ec6 Wood Beam ENERCALC, INC. 1983-2011, Build:6.12.3.12, Ver.6.12.3.12 I Description : B9 - HDR at 1-Car Garage Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus ofElasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 875.0 psi Ebend- xx 1,300.0 ksi Fc - PriI 600.0 psi Eminbend - xx 470.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(O.05) D(O.082) L(0.22) 4x10 Span = 8.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150, L = 0.040 ksf, Tributary Width = 5.50 ft, (floor) Uniform Load: D =0.050, Tributary Width = 1.0 ft, (wall) Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.701: 1 Maximum Shear Stress Ratio 4x10 Section used for this span = 735.85 psi fv : Actual = 1,050.00psi Fv: Allowable Load Combination = 4.125ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.077 in Ratio = 1285 0.000 in Ratio= 0 <480 0.126 in Ratio= 786 0.000 in Ratio= 0 <480 = 0.332:1 4x10 = 56.38 psi = 170.00 psi 4O4fl = 7.508ft = Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C r Cm ct CL M fb Fb V fv Fv 0.00 0.00 0.00 0.00 Length =8.2501t 1 0.302 0.143 0.900 1.200 1.000 1.000 1.000 1.000 1.19 285.84 945.00 0.47 21.90 153.00 40+L+H 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length 8.250ft 1 0.701 0.332 1.000 1.200 1.000 1.000 1.000 1.000 3.06 735.85 1050.00 1.22 56.38 170.00 +00.750Lr0.750Li+1 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 8.250 It 1 0.475 0.225 1.250 1.200 1.000 1.000 1.000 1.000 2.59 623.35 1312.50 1.03 47.76 212.50 +4J40.750L40.750S+H 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r8.250ft 1 0.516 0.244 1.150 1.200 1.000 1.000 1.000 1.000 2.59 623.35 1207.50 1.03 47.76 195.50 +0+0.750Lr40.750L+0.750W.fl 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.371 0.176 1.600 1.200 1.000 1.000 1.000 1.000 2.59 623.35 1680.00 1.03 47.76 272.00 4040.750L40.750540.750W41 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =8.250ft 1 0.371 0.176 1.600 1.200 1.000 1.000 1.000 1.000 2.59 623.35 1680.00 1.03 47.76 272.00 4040.750Lr40.750L40.5250E41 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =8.250ft 1 0.371 0.176 1.600 1.200 1.000 1.000 1.000 1.000 2.59 623.35 1680.00 1.03 47.76 272.00 INNOVATIVE 29970 Technology Or, #212 Engineer. SXL Murrieta, CA 92563 Project Desc.: Mt IS[ Innovative Structural Engineering Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com -Wood Beam ENERCALC, INC. 1%3-2011,Build:6.12.3.12,Ver6.12.3.12 I Lic. # : KW-06008078 Licensee : innovative structural engineering, inc. (ise) Description : B9 - HDR at 1-Car Garage Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm ct CL M lb Fb V fv Fv iO.0.750L.0.750Ss0.5250E+H 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 8.250 ft 1 0.371 0.176 1.600 1.200 1.000 1.000 1.000 1.000 2.59 623.35 1680.00 1.03 47.76 272.00 Overall Maximum Deflections - tinfactored Loads - Load Combination Span Max. V Defi Location in Span Load Combination Max. Defl Location in Span D+L 1 0.1259 4.166 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 0.576 0.576 L Only 0.908 0.908 D+L 1.484 1.484 INNOVATIVE 29970 Technology Or, #212 Engineer: SXL Murneta, CA 92563 Project Desc.: Ulm Innovative Structural Engineering Tulle: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 IS[ ENGINEERING www.lnnovativeStructuralEng.com - Wood Beam Ale: w\166&ENGlNEERlNG\1666 calcs.ec6 ENERCALC, INC. 1983-2011, Bui±6.12.3.12, Ver.6.12.3.12 Description: B10- HDR at Front of Office Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 875.0 psi Ebend- xx 1,300.0 ksi Fc - Pl 600.0 psi Eminbend - xx 470.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling. 4x10 = 6.250 ft Applied Loads Beam sell weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (roof) Uniform Load: 0 = 0.050, Tributary Width = 1.0 It, (wall) Uniform Load: D=0.0150, L = 0.040 ksf, Tributary Width= 9.0 ft, (floor) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.841: 1 Maximum Shear Stress Ratio = 0.487: 1 Section used for this span 4x10 Section used for this span 4x10 lb: Actual = 883.10 psi fv:Actual = 82.78 psi FB : Allowable . = 1,050.00psi Fv: Allowable = 170.00 psi Load Combination +04.-'4-1 Load Combination Location of maximum on span = 3.125ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.065 in Ratio = 1161 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.110 in Ratio = 682 Max Upward Total Deflection 0.000 in Ratio = 0 <480 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN Cr Cm C C M lb Fb V fv Fv 40 0.00 0.00 0.00 0.00 Length =6.250ft 1 0.487 0.282 0.900 1.200 1.000 1.000 1.000 1.000 1.92 460.47 945.00 0.93 43.16 153.00 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =6.250ft 1 0.841 0.487 1.000 1.200 1.000 1.000 1.000 1.000 3.67 883.10 1050.00 1.79 82.78 170.00 .i4J4r+H 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r6.250ft 1 0.530 0.307 1.250 1.200 1.000 1.000 1.000 1.000 2.89 695.26 1312.50 1.41 65.17 212.50 *040.750Lr40.750L*I 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length 6.250ft 1 0.727 0.421 1.250 1.200 1.000 1.000 1.000 1.000 3.97 953.53 1312.50 1.93 89.38 212.50 +0#0.750L40.750S41 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r6.250ft 1 0.644 0.373 1.150 1.200 1.000 1.000 1.000 1.000 323 777.44 1207.50 1.57 72.87 195.50 -s-fJ+0.750Lr+0.750L40.750W+1 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length =6.250ft 1 0.568 0.329 1.600 1.200 1.000 1.000 1.000 1.000 3.97 953.53 1680.00 1.93 89.38 272.00 -+040.750L40.750540.750W4l 1.200 1.000 1.000 1.000 1000 0.00 0.00 0.00 0.00 INNOVATIVE 29970 Technology Or, #212 Engineer. SXL Murneta, CA 92563 Project Desc.: Ulft IS[ Innovative Structural Engineering Title: Magnolia Parcel 2 Job# 12-1666 STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com File: w.\1666\ENGINEERING\1666 calcs.ec6 Wood Beam ENERCALC, INC. 1983-2011, Bufld:6.12.3.12, Ver.6.12.3.12 Lic. Licensee : innovative structural engineering, inc. (ise) Description: B1O-HDRat Front of Office Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C F/V Cr Cm C CL M lb Fb V fv Fv Length 6.250ft 1 0.463 0.268 1.600 1.200 1.000 1.000 1.000 1.000 3.23 777.44 1680.00 1.57 72.87 272.00 .i4J*0.750Lr*0.750L.0.5250E41 . 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 6.250 ft 1 0.568 0.329 1.600 1.200 1.000 1.000 1.000 1.000 3.97 953.53 1680.00 1.93 89.38 272.00 'O.0.750L40.750S+0.5250E+4-I 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length r6.250ft 1 0.463 0.268 1.600 1.200 1.000 1.000 1.000 1.000 3.23 777.44 1680.00 1.57 72.87 272.00 Overall MaximurnDeflections :unfactored Loads Load Combination Span Max. - Dell Location in Span Load Combination Max. ' Deft Location in Span D414tr 1 0.1098 3.156 0.0000 0.000 Vertical Reactions :Uflfactored - Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.976 2.976 DOnly 1.226 1.226 LOnly 1.125 1.125 Lr Only 0.625 0.625 L+Lr 1.750 1.750 D+lr 1.851 1.851 0.1 2.351 2.351 D+1+lr 2.976 2.976 Innovative Structural Engineering INNOVATIVE 29970 Technology Dr, #212 STRUCTURAL Murrieta, CA 92563 IS[ ENGINEERING www.lnnovativeStructuralEng.com (951) 600-0032 Title: Magnolia Parcel 2 Engineer SXL Project Desc.: Job# 12-1666 WoodI Lic. #: KW-06008078 Licensee: innovative structural engineering, inc. (ise Description: 611 -Drop Bm at Right of Foyer Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method: Allowable Stress Design - Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 2900 psi Ebend- xx 2000 ksi Fc- Prtl 2900 psi Eminbend - xx 1016.535ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.OE ' Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.32) Lr(0.32) D(1)iH))Lr(1) rJO.12)Lr(b.12) D(O.1)Tlfr(O.1) I Span = 11.250 ft Applied Loads - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (roof) Uniform Load: D = 0.050 Tributary Width = 1.0 ft, (wall) Point Load: D= 1.0, Lr=1.Ok@5.750ft, (GT) Uniform Load: D = 0.020, Lr = 0.020 ksf, Extent = 5.750 ->> 11.250 ft, Tributary Width = 6.0 ft, (roof) Point Load: D=1.0, Lr= 1.0k6.50 ft, (gt) Uniform Load: D = 0.020, Lr = 0.020 ksf, Extent = 6.50 ->> 11.250 ft, Tributary Width = 16.0 ft, (roof) DESIGN SUMMARY, - Maximum Bending Stress Ratio = - 0.399 1 Maximum Shear Stress Ratio 0326: 1 Section used for this span 5.25x14.0 Section used for this span 525x14.0 fb:Actual = 1,444.69psi fv:Actual = 118.01 psi FB : Allowable = 3625.00psi Fv: Allowable = 362.50 psi Load Combination +04.r#1 Load Combination +D+Lr-*l Location of maximum on span = 6.469ft Location of maximum on span = 10.125 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.085 in Ratio = 1596 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.179 in Ratio = 753 Max Upward Total Deflection 0.000 in Ratio = 0 <480 Load combination - Max Stress Ratios . Segment Length Span # M V C C FN C r Maximum Forces & Stresses for Load Combinations, ____________________________________________________________ Cm C t . CL M Moment Values lb Fb V Shear Values fV Fv .10 . 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.291 0.238 0.900 1.000 1.000 1.000 1.000 1.000 10.84 758.29 2610.00 3.04 62.05 261.00 404541 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.399 0.326 1.250 1.000 1.000 1.000 1.000 1.000 20.65 1,444.69 3625.00 5.78 118.01 362.50 4040.750Lr40.750L4H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length= 11.250 ft 1 0.351 0.287 1.250 1.000 1.000 1.000 1.000 1.000 18.19 1,273.09 3625.00 5.10 104.02 362.50 40-.0.750Lr.0.750L.0.750W41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 11.250 ft 1 0.274 0.224 1.600 1.000 1.000 1.000 1.000 1.000 18.19 1,273.09 4840.00 5.10 104.02 464.00 +0.0.750Lr40.750L40.5250E41 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 11.2501t 1 0.274 0.224 1.600 1.000 1.000 1.000 1.000 1.000 18.19 1,273.09 4640.00 5.10 104.02 464.00 INNOVATIVE 29970 Technology Dr, #212 Engineer. SXL Murrieta, CA 92563 Project Desc.: Innovative Structural Engineering Title: Magnolia Parcel 2 11SE STRUCTURAL (951) 600-0032 ENGINEERING www.lnnovativeStructuralEng.com Wood Beam Description: Ell - Drop Elm at Right of Foyer Overall Maximum Deflectiors - Unfactored Loads Load Combination Span Max."-* Dell Location in Span Load Combination DAt 1 0.1792 5.906 Vertical Reactions: Unctor - Support notation: Far left is #1 Job# 12-1666 File: w.\1666\ENGINEERING\1666 calcs.ecb ENERCALC, INC. 1983-2011, Bui:6.12.3.12, Ver.6.12.3.12 Max. + Defi Location in Span 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.285 7.072 D Only 2.330 3.723 Lr Only 1.956 3.349 DAt 4.285 7.072 y hr= 14.0 ft h=1 9.0 ft 1-StoryDesignStrip. plf (X-Direction) - Windward Wall, P1"h/2 = Leeward Wall, P2"h/2 = Windward Roof(Pos), P3(hrh) = Windward Roof(Neg), P"(hr-h) = Leeward Roof, P4 (hr-h)= 55 plf plf plf plf if -25 14 -37 -45 Wind DesignStrip(plf)= 135 plf Roof Uplift (y-d: --> -51 plf --> -61 plf --7111 -IP tIS[ Sh*.j WA1 INNOVATIVE 29970 Technology Drive, Suite 212 Datj -- STRUCTURAL Murrieta, CA 92563 -- ENGINEERING (951) 600-0032, (951) 600-0036 Fax -- I Wind Loads - ASCE 7-05 - Allowable Stress Design - Rigid Structure, f> 1.0 Hz I Structure Period, I = 0.20 f=1/T= 5.00 Hz >1Hz.....0Kl Sasic Wind Speed (3s-Gust), V = Suilding Occupancy Category = Wind Importance Factor, Iw Exposure Category = Mean Roof Height, h Suilding Length, L = Suilding Width, S = L/5= h/L= Roof Pitch = 4 :12, 0 = Topographic Factor, K = Velocity Pressure Exposure Coeff., Kh Directionality Factor, Kd = Gust Effect Factor, C': Enclosure Classification Roof Velocity Pressure, q, & = 55 1.00 C 16 41 14 293 0.39 15.4 1.00 0.90 0.55 0.55 Enclosed 14.15 mph Figure 6-1 Table 1-1 Table 6-1 Section 6.5.6 ft ft Figure 6-6 ft Figure 6-6 Figure 6-6 Figure 6-6 degrees Section 6.5.7 & Figure 6-4 Section 6.5.6.6 & Table 6-3 Section 6.5.4.4 & Table 6-4 Section 6.5.5.1 Section 6.5.9 prof = 0.00256 KhKZ d\'L. Sect 6.5.10 Main Force Resisting System - Design Wine Pressure - Section 6.5.12.2.1 (Rigid) External Coefficients = Cp - Figure 6-6 Section 6.5.12.2.1, P = gGC , - q(GC,) I Internal Coefficient = Gcpi - Figure 6-5 + Internal - Internal Windward Wall Pressure. P = ci,G(C = 0.50 ) - cj'(GCi = 0.15 ) = 7.07 & 12.17 psf 2 Leeward Wall Pressure, P = = -0.25 ) - c,(GCi = 0.15 _) = -5.60 & -0.50 psf Windward Roof Pressure. P = ci.hG(CP = 0.03 ) - c"(GCi = 0.15 _) -2.20 & 2.59 psf P GbG'(CP = -0A4 ) - ci"(GCi 0.15 ) = -7.79 & -2.70 psf Leeward Roof Pressure, P = ci,G(C -0.57 ) - ,"(GCi = 0.15 ) -9.39 & -4.29 psf IS[ INNOVATIVE 1 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Li -- I Earthquake Load Analysis at 1-5torj building Proposed Project Location: Carlsbad, CA Latitude, deg Longitude, deg Governing Code: 2010 California Suilding Code (CSC) 33.1574 -117.3326 Soils Report;: -- Job # Pated# - I Earthuake Pesign per Chapter iS of 2010 CC & ASCE 7-05 Pead Load (W), psf ::::::::::::: Roof= Wall = Total lot Flr= 20 10 psf psf psf 30 Total Weight (W)= 30 psf Equivalent Lateral Force, 1&Ztfl0- CC 1605.3.2 V = CsW Cs=505 /(R/l)= 0.13 Co = Spi I T(RJI) = 0.72 Max Cs = 0.01 Mm 5ase Shear, V = 3.92 psf Allow Stress V / 1.4 = 2.80 psf (Sect. 12.3.4.2) p = 1.30 Rho pof Ev = 0.2505P Earthquake Design Parameters - Site Class = Short; Priod S.A., S = is Period S.A., 51 = Site Coefficient, F, = Site Coefficient, F, = Sms = F,S, = Sm = F, 51 5p,,= 2/3 Sms = = 2/3 Sm = Seismic Design Category = Height of Suilding, h, = Response Modification, R = Importance Factor, le = Occupancy Category = P Per Table 1613.5.2 USGS USGS Table 1613.5.3(1) Table 1613.5.3(2) EQ 16-37 E016-38 EQ 16-39 E016-40 1613.5.6(1) &(2) ft Table 12.2-1 Table, 11.5-1 Table 1604.5 1.274 0.480 1.00 1.52 1.27 0.73 0.85 0.49 P 9.00 6.50 1.00 II Seismic Design Parameters per Soils Report as provided Tables listed above are located in Chapter 16 of Governing Code Approximate Fundamental Period,(T)_12.8.2.1 Ct = X = I = C (h)'= Long Period Trans , TL = 0.02 Table 12.8-2 Table 12.8-2 Figure 22-15 0.75 0.10 12 1> hr =I 25.0'ft X h2 =I 9.5Ift h1=I_Ift 2-5tory DesignStrip,plf (X-Directlon) - 2nd Fir Windward Wall, P1 h2/2 = 2nd FIr Leeward Wall, P2Th2/2 = Wind Roof(Pos), P3 (hr-h1-h2) = Wind Roof(Neg), P3*(hr hi h2) = Leeward Roof,P4"(hr-h)= 60 plf plf plf plf plf -41 11 -50 -56 goof DesignStrip_(pif)*%_= 168 plf lot Fir Wind Wall, P1 (h2/2+h1/2) = 1stFIr Lee Wall, P2*(h2/2+h1/2 = 121 plf plf -82 let Fir DesignStrip_(ply_= 203 plf Sase Wind Force = 371 plf roof Uplift(y-d --> -70 plf --> -78 plf -148__Ip1f Sht. WA 1 ' IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 -- ENGINEERING (951) 600-0032, (951) 600-0036 Fax -- Wind Loads - ASCE 7-05 - Allowable Stress Design - Rigid Structure, f> 1.0 Hz Structure Period, T = 0.20 f=1/T= 5.00 Hz >1Hz.....OK! 11 1.00 C 25 50 45 1.11 0.50 18.4 1.00 0.94 0.85 0.85 Enclosed 14.78 Sasic Wind Speed (3s-Gust), V = Suilding Occupancy Category = Wind Importance Factor, Iw = Exposure Category = Mean Roof Height, h = Suildirig Length, L = Suilding Width, 15 = L/e'= h/L= Roof Pitch = I :12, 0 = Topographic Factor, K,= Velocity Pressure Exposure Coeff., Kh = Directionality Factor, Kj = Gust Effect Factor, G = Enclosure Classification = Roof Velocity Pressure, cc = mph Figure 6-1 Table 1-1 Table 6-1 Section 6.5.6 ft ft Figure 6-6 It Figure 645- Figure 6-6 Figure 6-6 1egrees Section 6.5.7 & Figure 6-4 Section 6.5.6.6 & Table 6-3 Section 6.5.4.4 & Table 6-4 Section 6.5.8.1 Section 6.5.9 psf q = 0.00256 KhZtKd"L. Sect 6.5.10 Main Force Resisting S,steni - Design Wind Pressure - Section 6.5.12.2.1 (Rigid) External Coefficients = Cp - Figure 6-6 Section 6.5.12.2.1, P = oLGC - (GC) I Internal Coefficient = Gcpi - Figure 6-5 + Internal - Internal Windward Wall Pressure, P = oG(C = 0.80 ) - ci.'(GCi = 0.18 _) = 7.39 & 12.71 psf 2 Leeward Wall Pressure, P = cG(C0 =_-0.48 _) - c,(GCi = 0.18 ) = -8.66 & -3.34 psf Windward Roof Pressure, P = cG(C = -0.06 ) - (GCi = 0.18 _) = -3.37 & 1.95 psf P = oL,G*(Cp ci -0.49 _) - (GCi = 0.18 _) = -8.86 & -3.54 _psf Leeward Roof Pressure, P = oG'(C = -0.57 _) - ci,*(GCi = 0.18 _) = -9.80 & -4.48 psf Loac (W), psf I Roof = Wail = Total 2nd Fir = 20 10 psf psf psf 30 Floor= ______ Wall = Total 1st Flr= 15 psf ~E'Jf J20 pef Total Weight (W)= Vr hj Vf hi t Equivalent Lateral Force, 12.8 & 2010 CC 1605.3.2 V = COW CO = S I (Rh) = 0.13 Cs = S / T(RII) = 0.41 Max Cs= 0.01 Mm aseShear,V= 8.49 psf Allow Stress V / 1.4 = 6.07 psf (Sect. 12.3.4.2) P = 1.30 Rho Eh=pQe= 7.69 psf Ev = 0.2SP IS I INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax L2 -- -- I Earthquake Load Analysis at 2-5torj building Proposed Project Location: Carlsbad, CA Latitude, 61co Longitude, ceg Governing Code: 2010 California Duilding Cote (CC) 33.1574 -117.3326 Soils Report: -- Job # Dated # -- Earthquake Design per Chapter iS of 2010 CC & ASCE 7-05 Earthquake Design Parameters Site Class = Short Period S.A., S = is Period S.A., 51 = Site Coefficient, F = Site Coefficient, F = Sms = FaS = 5m1 = F Si = 5D,,= 2/3 Sms = 5DI = 2/3 5m1 = Seismic Design Category = Height of Duil4ine, h = Response Modification, R = Importance Factor, le = Occupancy Category = P Per Table 1613.5.2 USGS USGS Table 1613.5.3(1) Table 1613.5.3(2) EQ 16-37 EQ16-38 EQ 16-39 EQ16-40 1613.5.6(1) &(2) ft Table 12.2-1 Table 11.5-1 Table 1604.5 1,274 0.480 1.00 1.52 1.27 0.73 0.65 0.49 P 19.00 6.50 1.00 II Seismic Design Parameters per Soils Report as provided Tables listed above are located in Chapter 16 of Governing Code Approximate Fundamental Period,('f)_12.8.2.1 C = X = I = C (h) Long Period Trans , T = 0.02 Table 12.5-2 Table 12.8-2 Figure 22-15 0.75 0.18 12 Vertical Pistr tution of Force per Section 12.8.3 Wi hi Wihik Wihik Fx (psf) 7,Fx (psf) 30 18 540 540 4.82' 4.88 = Roof (Vr) 35 9.5 332.5 872.5 3.01 3.01 = Floor (Vf) 65 0 0 872.5 0 7.89 = ease (Vr + Vf) Fx = CV k = 1.0 Cvx = Wihik / EWihik Sht: W IS[ INNOVATIVE 29970 Technology Drive, Suite 212 Date: -- STRUCTURAL Murrieta, CA 92563 -- ENGINEERING ER IN C (951) 600-0032, (951) 600-0036 Fax : -- I WOOD FRAMED SHEAR WALL - 2010 CC / AF&PA SPPWS-200& I 1 LEFT OF MASTEK 13ED Total Length of Shear Wall Segments = 11.33 Seismic Load 11.33 Load = 4.8& psf x 26 ft x 16 ft/2 = 1015 lbs Load = 0.00 pef x 0 ft x 0 ft/2 = 0 lbs Load = 0.00 prof x 0 ft x 0 ft /2 = 0 lbs Load = 0.00 psf x 0 ft x 0 ft /2 = 0 lbs Load = 0.00 psf x 0 ft x 0 ft/2 0 [be Load = 0.00 psf x 0 ft x 0 ft = 0 lbs Total Seismic Load = _1015 1bs Wind Load I Load = 168 plf x 16 ft /2 = 1344 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 [be Total Wind Load =1 1344 lbs PERFORATED WALL ADJU IMENT FACTOR, Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPW5-2008 Section 4.35.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (FT) v, (PLF) Height, h = 9 ft v, (PLF) SW. TYPE SEISMIC 1,015 11.33 90 Width, w = 11.33 ft 260 6 WIND 1,344 11.33 119 Aspect Ratio = 0.79 (h/w) 365 6 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall = 1344 [be Height = 9 ft Overturning Moment (O.T.M.) = 12096 ft-lb Width = 11.33 Ift (0.6-0.145) Resisting Moment (R.M.) = 5403 ft-lb Trib.Dead Load on all Net Moment (OTM-RM) = 6693 ft-lb Roof = 4 ft/2 5og =1_0.9 Uplift = 591 lbs Wall = 9 ft Uplift from Shear Wall Above = 0 [be Floor = 0 ft/2 Total Uplift at End Post = 591 I lba Provide: C516 FLOOR TO FLOOR STRAP AT SASE OF END POST Diaphragm Stress, Drag Collectors & Top Plate Design Total Lateral Load, V = 1344 lb Top Plate Stress = 52 plf Length of Diaphragm, L = 26 lft Top Plate Drag Length = ft Diaphragm Stress, v = V/L = 52 plf Top PIt Splice Load = 569 lbs Length of Shear Wall Line, Lw = 26 Ift Provide: C516 Hardware Spacing = 102 11 O.C. ISE INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sht: W2 Pate: A: I W0017 FRAMED SHEAR WALL - 2010 CC I AF&PA 517FW5-2008 2 LEFT OF5EP3 Total Length of Shear Wall Segments = 16.34 Seismic Load I 9.67 16 ft /2 1015 11* 34 ft /2 = 3650 ls 0 ft/2 = 0 lEs 0 ft /2 = 0 Ils 0 ft /2 = 0 lbo 0 ft = 0 IL's 6.67 Load = Load = Load= Load = Load = Load = 4.88 psf x psf x psf x 1,sf x psf x psf x 26 ft x ft x ft x ft x ft x Ift x 4.88 44 0.00 0 0.00 0 0.00 0 0.00 1 0 Total Seismic Load =1 4665 IlL's Wind Load I Load = 168 plf x 50 ft / 2 = 4200 IL's Load = 0 plf x 0 ft /2 = 0 IL's Load= 0 plf x 0 ft /2 = 0 IL's Load= 0 plf x 0 ft = 0 IL's Total Wind Load = 4200 IlL's PERFORATED WALL ADJU,iMENT FACTOR, Co = 10961 FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPW5-2008 Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (FT) v, (PLF) Height, h = 9 ft v (PLF) S.W. TYPE SEISMIC 4,665 16.34 286 Width, w = 6.67 ft 336 4 WIND 4,200 16.34 257 Aspect Ratio = 1.35 (h/w) 350 6 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall 4665 IL's Height = 9 ft Overturning Moment (O.T.M.) = 41985 ft-IL' Width = 18.67 ift (0.6-0.145) Resisting Moment (P.M.) = 19700 ft-Up TriL'.Dead Load on all Net Moment (OTM-KM) = 22285 ft-IL' Roof= 10 ft/2 0.91 Uplift 1194 IL's Wall = 9 ft Uplift from Shear Wall Above = 0 IL's Floor r: 0 ft/2 Total Uplift at End Post= 1194 IL's Provide: C516 FLOOR TO FLOOR STRAP AT MSE OF END POST Diaphragm Stress, Drag Collectors & Top Plate Design Total Lateral Load, V = 4665 IL' Top Plate Stress = 246 plf Length of Diaphragm, L = 44 ft Top Plate Drag Length = i ft Diaphragm Stress, v = V/L = 106 plf lop PIt Splice Load = 246 IL's Length of Shear Wall Line, Lw = 19Ift Provide: C516 Hardware Spacing = 22 ' O.G. I SE INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax I PERFORATED SHEAR WALL PER 2010 C'C & AF&PA 5PPW5-2006 - 4.3.3.5 I 2 LEFT OFEP CHECK FEF0A1EP SHEAR WALL CAPACITY: I PETEMINEAI)JUSIMENI FACTOR, Co h= L= Ls = Ao = r = Co = 9.00 ft ft ft (Li + L2 + L3+...Li) ft2 (Al + A2 +. . ..Ai) (1/ (1+(Ao/hLs)) (r/(3-2r))LtotaI / Ls 18.67 16.42 8.00 0.95 0.98 MUse Minimum Opening Height as h/3 V= 4,665 I[be =5hear Force on Perforated wall VMSX = 290 plf = Uniform Sill Plate Uplift Anchorage Force at Full Height Shear Wall Segments Design in Addition to End Post Uplift IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Mumeta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sht: W3 Date: -- A: -- I WOW FRAMED SHEAR WALL - 2010 CC / AF&PA 5PPW5-2008 I I RIGHT OF 2N[) FLOOR Total Length of Shear Wall Segments = 14.75 Load = Load = Load = Load = Load = Load = 4.88 psf x psf x pef x pef x psf x pef x 44 0.00 0 0.00 0 0.00 0.00 0 0.00 0 Seismic Load 34 ft/2 = 3650 IL's 0 ft/2 = 0 IIs 0 ft/2 = 0 IL's 0 ft/2 = 0 IL's 0 ft/2 0 IL's 1 0 1 ft = 0 1170 11.33 3.42 ft x ft ft x ft ft I ft Total Seismic Load = 3650 IL' Wind Load I Load = 168 plf x 34 ft /2 = 2856 IL's Load= 0 plf x 0 ft /2 = 0 IL's Load= 0 plf x 0 ft /2 0 IL's Load = 0 plf x 0 ft = 0 IL's Total Wind Load = 2856 IIEs PERFORATED WALL ADJUSTMENT FACTOR, Co = o.s& I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPW5-2008 Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (Fl) v (PLF) Height, h = 9 ft v (PLF) SW. TYPE SEISMIC 3.650 14.75 247 Width, w = 3.42 ft 261 4 WIND 2,856 14.75 194 Aspect Ratio = 2.63 (hlw) 358 6 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall = 3650 IL's Height =1 ift ft Overturning Moment (O.T.M.) = 32850 ft-IL' Width = Ji.o& (0.6-0.145) Resisting Moment (P.M.) = 34028 ft-IL' lriL'.Dead Load on all Net Moment (OTM-KM) = -1178 ft-IL' Roof = 35 ft/2 5(5 =rO.91 Uplift = -69 ft's Wall = 9 ft Uplift from Shear Wall Above = 0 IL's Floor = 0 ft/2 Total Uplift at End Post = -69 IL's Provide: NO FLOOR TO FLOOR STRAP Al SASE OF END POST Diaphragm Stress, Drag Collectors & Top Plate Design Total Lateral Load, V = 3650 IL' lop Plate Stress = 83 plf Length of Diaphragm, L =1 44 Ift lop Plate Drag Length =1 17 ft Diaphragm Stress, v = VIL = 83 plf lop PIt Splice Load = 1410 IL's Length of Shear Wall Line, Lw = 4 Ift Provide: C516 Hardware Spacing = 64 1.O.C. 11 1 ISE INNOVATIVE 29970 Technology Ddve, Suite 212 STRUCTURAL Mumeta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax _Sjit FW 3 -- I_I F-3-T77 RIGHT OF 2ND FLOOR CHECK PERFORATED SHEAR WALL CAPACITY I I PETERMINE APJUSTMENI FACTOR,Co I h= ",= Ls = Ao = r = Co = 9.00 ft ft ft (Li + L2 + L3+...Li) ft2 (Al + A2 +. ..Ai) (1/ (l+(Ao/hLs)) (r/(3-2r))Ltotal / Ls 17.08 14.75 8.00 0.94 09& Use Minimum Opening Height as h/3 V = 3,650 Ii's = Shear Force on Perforated wall v, =1_252Ip1f = Uniform Sill Plate Uplift Anchorage Force at Full Height Shear Wall Segments Design in Addition to End Post Uplift IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sht: W4 Date: WOOD FRAMED SHEAR WALL - 2010 CC / AF&PA SDPWS-200& - I REAR OFEPQOM2 Total Length of Shear Wall Segments = 11.5 Seismic Load I Load = 4.88 psf x 34 ft x 19 ft /2 = 1576 Ils 7.5 Load = 0.00 psf x 0 ft x 0 ft /2 = 0 lLs Load = 0.00 psf x 0 ft x 0 ft /2 = 0 11s Load = 0.00 1 psf x 0 ft x 0 ft /2 = 0 lls Load = 0.00 psf x 0 ft x 0 ft/2 = 0 IEs Load = 0.00 psf x 0 ft x 0 ft 0 ft's Total Seismic Load = _1576 I1s Wind Load I Load = 162' plf x 19 ft /2 = 1596 ft's Load = 0 plf x 0 ft /2 = 0 lI,s Load = 0 plf x 0 ft /2 = 0 lIps Load = 0 plf x 0 ft 0 ls Total Wind Load =I 1596 PERFORATED WALL ADJUSTMENT FACTOR, Co = 1 0.971 FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPW5-2008 Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (Fl) v, (PLF) Height, h = 9 ft v (PLF) S.W. TYPE SEISMIC 1,576 11.5 137 Width, w = 4 ft 224 6 WIND 1,596 11.5 139 Aspect Ratio = 2.25 (h/w) 354 6 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall 1596 IL's Height = 9 ft Overturning Moment (O.T.M.) = 14364 ft-ft' Width = 13.75 Ift; (0.65-0.14505) Resisting Moment (P.M.) = 1062'5 ft-lb Trib.0ead Load on Wall Net Moment (OTM-RM) = 3679 ft-I1 Roof = 10 ft /2 55 = FO-91 Uplift = 262' IL's Wall = 9 ft Uplift from Shear Wall Above 0 ft's Floor= 0 ft/2 Total Uplift atEnd Post= 262' ft's Provide: C516 FLOOR TO FLOOR STRAP AT BASE OF END POST Diaphragm Stress, Drag Collectors & Top Plate Design Total Lateral Load, V = 1596 117 lop Plate Stress = 47 plf Length of Diaphragm, L =1 34 Ift Top Plate Drag Length =12__Ift Diaphragm Stress, v = V/L = 47 plf Top Pit Splice Load = 563 IL's Length of Shear Wall Line, Lw = _Ift Provide: C516 Harcware Spacing = 112 O.C." IS [ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 k ENGINEERING (951) 600-0032, (951) 600-0036 Fax PW4 Te I I PEAK OFEP2 I CHECI(. PEKFOATEP SHEAR WALL CAPACITY - I DE1EMINE AOJUSTMENT FACTog; Co I L0i=I 13.75 I La= 11.50 ft (Li + L2 + L3+...Li) Ao = 8.00 ft2 (Al + A2 +. . ..Ai) r = 0.93 (1 / (l+(Ao/hLs)) Co = 027 (r/(3-2r))Ltota1 / Ls V = 1,596 I117s = Shear Force on Perforated wall Use Minimum Opening Height as h/3 vmax = 143 plf = Uniform Sill Plate Uplift Anchorage Force at Full Height Shear Wall Segments Design in Addition to End Post Uplift QVI IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Mumeta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sht: W5 Pate: I W0017 FRAMED SHEAR WALL - 2010 CC / AF&PA 5PPW5-2008 I I I REAR OF MASTER SEP/HALL Total Length of Shear Wall Segments = 15.67 Load = Load = Load = Load = Load = Load = 4.88 psf x psf x 1,sf x psf x psf x psf x 34 4.2'8 50 0.00 0 0.00 0 0.00 0 0.00 0 Seismic Load 19 ft/2 = 1576 lbs 15.67 ft x - ft x 15 ft/2 = 2196 lbs ft 0 ft/2 = 0 lbs ftx 0 ft/2 = 0 ft's ft 0 ft/2 = 0 lbs ft 1 0 1 ft = 0 lbs Total Seismic Load = 3772 lbs Wind Load I Load = 162' plf x 37 ft /2 = 3102' lbs Load = 0 plf x 0 ft /2 = 0 The Load= 0 plf x 0 ft /2 = 0 lbs Load = 0 plf x 0 ft = 0 lbs Total Wind Load = 3105 llbs PERFORATED WALL ADJUSTMENT FACTOR, Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5PPW5-2005 Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (FT) v, (PLF) Height, h = 9 ft v (PLF) S.W. TYPE SEISMIC 3,772 15.67 241 Width, w = 15.67 ft 260 6 WIND 3,102' 15.67 192' Aspect Ratio = 0.57 (h/w) 365 6 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall = 3772 lbs Height = 9 ft Overturning Moment (0.T.M.) = 33945 ft-lb Width = 15.67 Ift (0.6-0.145) Resisting Moment (R.M.) = 10335 ft-lb Trib.Pead Load on all Net Moment (OTM-KM) = 23613 ft-lb Roof= 4 ft/2 Sos T0.91 Uplift= 1507 lbs Wall = 9 ft Uplift from Shear Wall Above = 0 lbs Floor = 0 ft/2 Total Uplift at End Post = 1507 lbs Provide: C516 FLOOR TO FLOOR STRAP AT I5A5E OF END POST Diaphragm Stress, Drag Collectors & Top Plate Design Total Lateral Load, V = 3772 lb Top Plate Stress = 75 plf Length of Diaphragm, L =1 50 Ift Top Plate Drag Length =24__Ift Piaphragm Stress, v = V/L = 75 plf Top PIt Splice Load = 1811 lbs Length of Shear Wall Line, Lw = 50ft Provide: 2-0516 Hardware Spacing = 70 "o.c. ISE INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sht: WS Date: #: WOOD FRAMED SHEAR WALL - 2010 CC / AF&FA 5DPW5-2008 I I FRONT OF MASTER DATH Total Length of Shear Wall Segments = 13.67 Seismic Load I Load = 4.8'8 psf x 50 ft x 18' ft /2 = 2196 IL's 4.67 Load = 0.00 psf x 0 ft x 0 ft/2 = 0 IL's Load = 0.00 psf x 0 ft x 0 ft /2 = 0 fts Load= 0.00 pef x 0 ft x 0 ft/2 = 0 IL's Load = 4.58' pef x 23 ft x 7 ft = 78e IL's Load = 4.58' psf x 13 ft x 8' ft = 508 IL's Total Seismic Load =1 48 Ilk's Wind Load I Load= 168' plf x 15 ft /2 = 1512 IL's Load = 0 plf x 0 ft /2 = 0 lbo Load= 0 plf x 0 ft /2 = 0 lbo Load = 168 plf x 8' ft = 1344 IL's Total Wind Load =1_2556 Ilk's PERFORATED WALL ADJU'1MEN1 FACTOR, Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPW5-2005 Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (Fl) v, (PLF) Height, h = 9 ft v (PLF) S.W. TYPE SEISMIC 3,459 13.67 255 Width, w = 4.67 ft 260 6 WIND 2,856 13.67 209 Aspect Ratio = 1.93 (h/w) 365 6 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall = 1192 IlL's Height 9 ft Overturning Moment (O.T.M.) = 10728' ft-IL' Width 4.67 ft (0.6-0.145) Resisting Moment (R.M.) = 1233 ft-IL' TriL'.Dead Load on all Net Moment (OTM-RM) = 9495 ft-IL' Roof = 10 ft /2 Sos =_0.9 Uplift = 2033 IL's Wall = 9 ft Uplift from Shear Wall Above = 0 lbo Floor= 0 ft/2 Total Uplift at End Post= 2033 IL's Provide: 2-0516 FLOOR TO FLOOR STRAP AT SASE OF END POST Diaphragm Stress, Drag Collectors & lop Plate Design Total Lateral Load, V = 3489 IL' Top Plate Stress = 92 plf Length of Diaphragm, L = I s0 Ift Top Plate Drag Length = I 17 ft Diaphragm Stress, v = V/L = 70 plf Top Pit Splice Load = 1561 IL's Length of Shear Wall Line, Lw = I 38' Ift Provide: C516 Hardware Spacing = 55 "o.c. IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL 11 Murrieta, CA 92563 ENGINEERING (951) 600-0032; (951) 600-0036 Fax Sht: W7 Date: WOOD FRAMED SHEAR WALL - 2010 CC / AF&PA SPPWS-200& 1 7 LEFT OF 3-CAR GARAGE Total Length of Shear Wall Segments = 6 Seismic Load 6 Load = 4.88 psf x 26 ft x 16 ft /2 = 1015 IL's Load = 3.64 psf x 23 ft x & ft/2 = 335 IL's Load = 3.01 pef x 25 ft x 16 ft /2 = 602 IL's Load = 0.00 psf x 0 ft x 0 ft /2 = 0 ft's Load = 0.00 psf x 0 ft x 0 ft/2 = 0 ft's Load = 0.00 psf x 0 ft x 0 ft = 0 ft's Total Seismic Load =1952 IlL's Wind Load I Load = 168 plf x 16 ft /2 = 1344 IL's Load = 138 plf x & ft /2 552 I1s Load = 203 plf x 16 ft /2 = 1624 IL's Load = 0 plf x 0 ft = 0 IL's Total Wind Load = _3520 ilL's PERFORATED WALL ADJUSTMENT FACTOg., Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPW5-200& Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (hfw) ALLOW SHEAR, LOAD TYPE Vu (Lb) (FT) v (PLF) Height, h = 9 ft v (PLF) S.W. TYPE SEISMIC 1,952 6 325 Width, w = 6 ft 350 4 WIND 3,520 6 587 Aspect Ratio = 1.50 (h/w) 685 3 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall = 3520 IlL's Height = 9 ft Overturning Moment (O.T.M.) = 31680 ft-k' Width 6 ft (0.6-0.145) Resisting Moment (R.M.) = 1948 ft-IL' IriL'.Dead Load on Wall Net Moment (OTM-KM) = 29732 ft-IL' Roof = 9 ft /2 Sos =_0.9 Uplift = 4955 IL's Wall = 9 ft Uplift from Shear Wall Above = 0 IL's Floor = 0 ft/2 Total Uplift at End Post = 4955 IL's Provide: HDUS HOLDOWN TO CONCRETE AT 13AE7E OF END POST Diaphragm Stress, Drag Collectors & Top Plate Design Total Lateral Load, V = 3520 IL' Top Plate Stress = 153 plf Length of Diaphragm. L =1 23 Ift Top Plate Drag Length =1_iiIft Diaphragm Stress. v = VIL = 153 plf lop PIt Splice Load = 1683 k's Length of Shear Wall Line. Lw = 23Ift Provide: C516 Hardware Spacing = 35 ' O.C. ISE INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax I WOW FRAMEP SHEAR WALL - 2010 CC I AF&PA 5PPW5-2005 I I LEFT OFEP4 Total Length of Shear Wall Segments = 9.67 Load = Load = Load = Load = Load = Load = 4,55 psf x prof x psf x psf x psf x psf x 26 4.88 44 3.01 26 3.01 19 3.64 23 0.00 0 Seismic Load 16 ft/2 = 1015 lbs 9.67 ftx - ft x 34 ft/2 3650 lbs ftx 37 ft/2 = 1442' [be ft 33 ft/2 = 944 IL's ft S ft/2 335 lba ftx 0 ft = 0 ll,s Total Seismic Load = 7392 IlL's Wind Load I Load = 165 pH x 50 ft /2 4200 ft's Load = 203 plf x 33 ft 12 = 3350 ft's Load = 135 plf x 2' ft /2 = 552 lIps Load = 0 plf x 0 ft = 0 lIps Total Wind Load =I 5102 IlL's PERFORATED WALL ADJUSTMENT FACTOR, Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5PPWS-2005 Section 4.3.5.1 LOAD TYPE SHEAR Vu (LS) WIDTH (FT) UNIT SHEAR v, (PLF) Aspect Ratio Check (h/w) ALLOW SHEAR, v. (PLF) S.W. TYPE Height. h = Width, w = Aspect Ratio = 9 ft ft (h/w) SEISMIC 7,392 9.67 764 9.67 570 213 WIND 5,102 9.67 535 0.93 595 2 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall = 5102 ft's Overturning Moment (O.T.M.) = 72915 ft-lb (0.6-0.1450 ) Resisting Moment (P.M.) = 7196 ft-lb Net Moment (OTM-RM) = 65722 ft-lb 50e =_0.9 Uplift = 6796 lbs Uplift from Shear Wall Above = 1194 lbs Total Uplift at End Post = 7990 lbs Height Width 9 ft ft 9.67 TriL,.Peael Load on Wall Roof = Wall = Floor = 4 ft /2 ft ft/2 15 1.33 Provide: HDU11 HOLDOWN TO CONCRETE AT BASE OF END POST IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sht: W9 Date: A: I WOOD FRAMED SHEAR WALL - 2010 CC I AF&PA SFWS-200& I I I LEFT OF 5TAIR5 Total Length of Shear Wall Segments = 12 Seismic Load 1 12 Load = 3.01 psf x 26 ft x 21 ft/2 = 822 lIps Load = 0.00 psf x 0 ft x 0 ft/2 0 IL's Load = 0.00 psf x 0 ft x 0 ft/2 = 0 ft's Load = 0.00 psf x 0 ft x 0 ft/2 = 0 Us Load = 0.00 psf x 0 ft x 0 ft/2 = 0 IL's Load = 0.00 psf x 0 ft x 0 ft = 0 ft's Total Seismic Load = 822 ]lLs Wind Load I Load = 203 plf x 21 ft /2 = 2132 ft's Load = 0 plf x 0 ft /2 = 0 IL's Load = 0 plf x 0 ft /2 = 0 IL's Load = 0 plf x 0 ft = 0 ft's Total Wind Load =1_2132 IlL's PERFORATED WALL ADJUSTMENT FACTOR, Co 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPWS-2005 Section 4.35.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (FT) v (PLF) Height, h = 9 ft v (PLF) S.W. TYPE SEISMIC 822 12 68 Width,w = 12 ft 260 6 WIND 2,132 12 178 Aspect Ratio = 0.75 (h/w) 365 6 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall =1 2132 IlL's Height = 9 ft Overturning Moment (O.T.M.) = 19188 ft-IL' Width = 12 ft (0.6-0.1451,5) Resisting Moment (R.M.) = 5021 ft-IL' TriL'.Deadl Load on Wall Net Moment (OTM-RM) = 14167 ft-IL' Roof= 0 ft/2 SpsI .9J Uplift= 1181 IL's Wall = 9 ft Uplift from Shear Wall Above = 0 IL's Floor = 1.33 ft/2 Total Uplift at End Post = 1181 IL's Provide: 5TH014 HOLDOWN TO CONCRETE AT I5A5E OF END POST ALT: H1T4 Diaphragm Stress, Drag Collectors & Top Plate Design Total Lateral Load, V = 2132 IL' Top Plate Stress = 118 plf Length of Diaphragm, L = 25 Jft Top Plate Drag Length =1 6 ft Diaphragm Stress, v = VIL = 85 plf Top PIt Splice Load = 711 IL's Length of Shear Wall Line, Lw = 18 Ift Provide: C516 Hardware Spacing = 45 O.C." IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Munieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax C. I WOOD FRAMED SHEAR WALL - 2010 CC / AF&PA 51)PW5-2008 I 10 LEFT OFPINING Total Length of Shear Wall Segments = 11.92 Seismic Load 7771 6.25 5.67 Load = 4,88 psf x 44 ft x 34 ft /2 = 3650 fts Load = 3.01 psf x 19 ft x 34 ft /2 972 1L's Load = 3.64 psf x 40 ft x 14 ft/2 1019 Is Load = 0.00 psf x 0 ft x 0 ft /2 = 0 Ii's Load = 0.00 psf x 0 ft x 0 ft /2 = 0 Ii's Load = 0.00 psf x 0 ft x 0 ft = 0 Ii's Total Seismic Load =1 5642 Ill's Wind Load I Load = 168 plf x 34 ft /2 = 2856 Ii's Load = 203 plf x 34 ft /2 = 3451 Ii's Load = 138 plf x 14 ft /2 = 966 lIps Load = 0 plf x 0 ft = 0 Ii's Total Wind Load =1_7273 Ill's PERFORATED WALL ADJU IMENT FACTOR., Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPW5-2008 Section 4.3.5.1 LOAD TYPE SHEAR Vu (LS) WIDTH (Fl) UNIT SHEAR v (PLF) Aspect Ratio Check (h/w) ALLOW SHEAR, C/ (PLF) S.W. TYPE Height, h = Width. w = Aspect Ratio = 9 ft ft (h/w) SEISMIC 5,642 11.92 473 5.67 490 3 WIND 7,273 11.92 610 1.59 685 3 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall = 3465 —j [be Overturning Moment (O.T.M.) = 31185 ft-Il, (0.6-0.145) Resisting Moment (R.M.) = 2,397 ft-117 Net Moment (OTM-PM) 28788 ft-Il' 5D5 =1_0.9 Uplift = 5077 Ii's Uplift from Shear Wall Above = 0 Ii's Total Uplift at End Post = 5077 1117r, Height = Width = 9 ft Ift 5.67 lrft'.Dead Load on all Roof = Wall = Floor = 4 ft /2 ft ft/2 18 0 Provide: HDUS HOLDOWN TO CONCRETE AT SASE OF END POST IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL 1 Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sht: W 11 Date: I WOOD FRAMED SHEAR WALL - 2010 CC / AF&PA 5F7PW5-2008 I I 11 RIGHT OF KITCHEN Total Length of Shear Wall Segments = S Seismic Load I Load= 3.64 psf x 40 ft x 14 ft/2 = 1019 IL's Load = 0.00 psf x 0 ft x 0 ft/2 = 0 Rs Load = 0.00 psf x 0 ft x 0 ft/2 = 0 ft's Load = 0.00 psf x r o ft x 0 ft/2 = 0 IL's Load = 0.00 psf x ft x 0 ft/2 = 0 IL's Load = 0.00 psf x ft x 1 0 ft = 0 IL's Total Seismic Load = 1019 IlL's Wind Load I Load = 135 plf x 14 ft /2 = 966 IL's Load = 0 plf x 0 ft / 2 = 0 IL's Load = 0 plf x 0 ft /2 = 0 ft's Load = 0 plf x 0 ft = 0 IL's Total Wind Load = _966_I1L'5 PERFORATED WALL ADJUSTMENT FACTOR, Co =11.00 1 FULL HEIGHT - Segmented Shear Wall Cheek per AF&PA 5DFW5-2005 Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (FT) v, (PLF) Height, h = 10 ft v (PLF) SW. TYPE SEISMIC 1,019 S 127 Width, w = 5 ft 260 6 WIND 966 & 121 Aspect Ratio = 1.25 (h/w) 365 6 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall =1 1019 I112s Height = 10 ft Overturning Moment (0.T.M.) = 10190 ft-IL' Width = 5 ft (0.6-0.145,5) Resisting Moment (R.M.) = 4357 ft-IL' TriL'.Dead Load on Wall Net Moment (OTM-RM) = 5503 ft-IL' Roof= 15 ft/2 S[)51 0.91 Uplift= 725 IL's Wall = 9 ft Uplift from Shear Wall Above. = 0 IL's Floor= 0 ft/2 Total Uplift atEnd Post= 725 Ii's Provide: 5TH014 HOLDOWN TO CONCRETE AT SASE OF END POST ALT: HIT4 Diaphragm 5treøs, Drag Collectors & Top Plate Design Total Lateral Load, V = 1019 II, Top Plate Stress = 25 plf Length of Diaphragm, L = 40 Ift Top Plate Drag Length = _17__Ift Diaphragm Stress, v = V/L = 25 plf Top PIt Splice Load = 433 IL's Length of Shear Wall Line, Lw = _40Ift Provide: C516 Hardware Spacing = 207 O.C." IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Mumeta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax Sht: W 12 Pate: -- -- I WOOD FRAMED SHEAR WALL - 2010 cec / AF&PA SDPWS-200& 12 REAR OF GREAT ROOM Total Length of Shear Wall Segments = 915 Seismic Load 777 9.75 Load = 4.S5 psf x 34 ft x 19 ft /2 = 1576 lbo Load = 3.64 psf x 40 ft x 14 ft/2 = 1019 11s Load = 3.01 psf x 33 ft x 19 ft /2 = 944 IL's Load = 0.00 psf x 0 ft x 0 ft /2 = 0 IL's Load= 0.00 psf x 0 ft x 0 ft/2 = 0 IL's Load = 0.00 psf x 0 ft x 1 0 ft 0 T he Total Seismic Load = 3539 Ilbs Wind Load I Load = 168 plf x 19 ft /2 1596 IL's Load = 138 plf x 14 ft /2 = 966 IL's Load = 203 plf x 19 ft /2 = 1929 IL's Load = 0 plf x 0 ft = 0 IL's Total Wind Load = 4491 IlL's PERFORATED WALL ADJU&IMENI FACTOR, Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5PPW5-200e Section 4.3.5.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, LOAD TYPE Vu (LS) (Fl) v, (PLF) Height, h = 9 ft v (PLF) S.W. TYPE SEISMIC 3,539 9.75 363 Width, w = 9.75 ft 490 3 WIND 4,491 9.75 461 Aspect Ratio = 0.92 (hlw) 532 4 Shear Wall Overturning Design Worst Case Wal l: Shear Load at Wall = 4491 IL's Height = 9 ft Overturning Moment (0.T.M.) = 40419 ft-IL' Width = 9.75 Ift (0.(5-0.1450 ) Resisting Moment (R.M.) = 11546 ft-IL' lriL'.Dead Load on all Net Moment (OTM-KM) = 28873 ft-IL' Roof = 10 ft / 2 505 _0.9 Uplift = 2961 IL's Wall = iS ft Uplift from Shear Wall Above = 0 IL's Floor= 18 ft/2 Total Uplift at End Post= 2961 IL's Provide: 5THD14 HOLDOWN TO CONCRETE AT SASE OF END POST ALT: H114 Diaphragm Stress, Drag Collectors & lop Plate Design Total Lateral Load, V = 4491 IL' lop Plate Stress = 136 plf Length of Diaphragm, L = ft lop Plate Drag Length =is__Ift Diaphragm Stress, v = V/L = 136 plf Top Pit Splice Load = 2041 IL's Length of Shear Wall Line, Lw = _ft Provide: 2-0516 Hardware Spacing = 39 .10.0. ISE INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murneta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax WOOD FRAMED SHEAR WALL - 2010 CC / AF&PA SPPWS-200& I I I REAR OF GARAGE Total Length of Shear Wall Segments = 15.67 Seismic Load 15.67 Load = 4.88 psf x 34 ft x 19 ft /2 = 1576 IL's Load = 4.88 psf x 50 ft x 18 ft /2 = 2196 IL's Load = 3.01 psf x 33 ft x 19 ft/2 = 944 IL's Load = 3.01 psf x 45 ft x 18 ft/2 = 1219 IL's ft x 0 ft /2 = 0 IL's Load = 0.00 psf x r _o:: Load = 0.00 psf x ft x 0 ft = 0 IL's Total Seismic Load = 5935 IIL' Wind Load I Load = 168 plf x 37 ft /2 = 3108 IL's Load = 203 plf x 37 ft /2 3756 IL's Load = 0 plf x 0 ft /2 = 0 IL's Load = 0 plf x 0 ft = 0 IL's Total Wind Load = 6864 IlL's PERFORATED WALL ADJUSTMENT FACTOR, Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DFW5-2008 Section 4.3.5.1 LOAD TYPE SHEAR Vu (LS) WIDTH (FT) UNIT SHEAR v (PLF) Aspect Ratio Check (h/w) ALLOW SHEAR, v. (PLF) S.W. TYPE Height, h = Width, w = Aspect Ratio = 9 ft ft (h/w) SEISMIC 5,935 15.67 379 15.67 490 3 WIND 6,864 15.67 438 0.57 532 4 Shear Wall Overturning Design Worst Case Wall: Shear Load at WaII=I 6864 IlL's Overturning Moment (0.T.M.) = 61776 ft-117 (0.6-6.145) Resisting Moment (P.M.) = 22293 ft-IL' Net Moment (OTM-RM) = 39483 ft-IL' 5os =1_0.9 Uplift = 2520 IL's Uplift from Shear Wall Above = 1507 The Total Uplift atEnd Post= 4027 IL's Height = Width = 9 ft Ift 1 15.67 Tril'.Dead Load on Wall Roof = Wall = Floor= 4 ft /2 ft ft/2 18 9 Provide: H1f4 HOLDOWN TO CONCRETE AT SASE OF END POST IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax I WOOD FRAMED SHEAR WALL - 2010 CC / AF&PA SDPWS-200& I 14 FRONT OF OFFICE Total Length of Shear Wall Segments = 5.33 Seismic Load I Load = 4.88 psf x 50 ft x lb ft /2 = 2196 Ils 4.33 Load = 3.01 psf x 45 ft x lb ft/2 = 1219, lls Load = 0.00 psf x 0 ft x 0 ft /2 = 0 ll,s Load = 3.01 psf x 45 ft x 7 ft = 945 lbo Load = 4.58 psf x 23 ft x 7 ft = 786 I[7s Load = 4.88 psf x 13 ft x b ft = SOb ILs Total Seismic Load = 5656 I1[7s Wind Load I Load = 1Gb plf x lb ft /2 = 1512 Ils Load = 203 plf x lb ft /2 = 1827 1 b Load = 203 plf x & ft = 1624 IEs Load = 168 plf x & ft = 13.44 Ii's Total Wind Load =1 6307 IR5 PERFORATED WALL ADJUSTMENT FACTOR, Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 5DPW5-2008 Section 4.35.1 SHEAR WIDTH UNIT SHEAR Aspect Ratio Check (h/w) ALLOW SHEAR, Height, h = Width, w = Aspect Ratio = 9 ft ft (h/w) LOAD TYPE Vu (LS) (FT) v, (PLF) v (PLF) SW. TYPE SEISMIC 5,656 8.33 679 4 773 25 WIND 6,307 8.33 757 2.25 895 2 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall =1 3055 Ii's Overturning Moment (O.T.M.) = 27522 ft-Il, Height = 9 ft Width = Ift (0.6-0.145) Resisting Moment (R.M.) = 1712 ft-lI, Net Moment (OTM-KM) = 25810 ft-lI, 4 Tril,.Dead Load on all 5rs 0.9 Uplift = 6452 IL's Roof = 4 ft /2 Wall = ft Uplift from Shear Wall Above = 0 Ii's 18 Floor= ft/2 Total Uplift atEnd Post= 6452 II,s lb Provide: HDQb HOLDOWN TO CONCRETE AT SASE OF END POST IS[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 ENGINEERING (951) 600-0032, (951) 600-0036 Fax I rR pç V I WOOD FRAMED SHEAR WALL - 2010 CC / AF&PA 5DPW5-2008 I 15 FRONT OF KITCHEN Total Length of Shear Wall Segments = 4 Load = Load = Load = Load = Load = Load = 3.64 pef x pef x psf x psf x pef x pef x 14 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 Seismic Load I ft 38 ft/2 = 968 Il,s ft 0 ft/2 0 fts ft x 0 ft/2 = 0 IL's ftx 0 ft/2 = 0 IL's ft 0 ft/2 = 0 IL's ft 1 0 1 ft = 0 IIs Total Seismic Load = 968 The Wind Wind Load Load = 138 plf x 38 ft /2 = 2622 ft's Load = 0 plf x 0 ft /2 = 0 IL's Load = 0 plf x 0 ft / 2 = 0 1175 Load = 0 plf x 0 ft = 0 IL's Total Wind Load = 2622 IlL's PERFORATED WALL ADJUSTMENT FACTOR, Co = 11.00 I FULL HEIGHT - Segmented Shear Wall Check per AF&PA 50PW5-200& Section 4.35.1 LOAD TYPE SHEAR Vu (LS) WIDTH (FT) UNIT SHEAR v, (PLF) Aspect Ratio Check (h/w) ALLOW SHEAR, v (PLF) S.W. TYPE Height. h = Width, w = Aspect Ratio = 10 ft ft (h/w) SEISMIC 968 4 242 4 280 4 WINE) 2,622 4 656 2.50 685 3 Shear Wall Overturning Design Worst Case Wall: Shear Load at Wall = 2622 ft's Overturning Moment (0.T.M.) = 26220 ft-IL' (0.66-0.145) Resisting Moment (P.M.) = 962 ft-IL' Net Moment (OTM-RM) = . 25258 ft-IL' 50f, = 0.91 Uplift= 6315 II,s Uplift from Shear Wall Above = 0 IL's Total Uplift at End Post= 6315 IL's Height = Width = 10 ft Ift 4 TriL'.Dead Load on all Roof= Wall = Floor= 10 ft/2 ft ft/2 10 0 Provide: HDQ8 HOLDOWN TO CONCRETE AT SASE OF END POST ;jt: Fl is[ INNOVATIVE 29970 Technology Drive, Suite 212 STRUCTURAL Murrieta, CA 92563 k ENGINEERING (951) 600-0032, (951) 600-0036 Fax ' I Conventional Foundation Analysis Pes1gn Values: Allowable Soil Dearing Pressure (p6) = 120001 Soils Report; ly: Advanced Geotech Job Number. -- Pate: -- IMaximum bearing Wall Load: Roof = 40 psf ( 28 /2 + 1 ) = 600.0 plf Wall = 15 psf ( 9 + 9 ) = 270.0 Floor = 55 psf ( 15 /2 + 0 ) = 412.5 Peck= 75 psf ( 0 /2 + 0 ) = 0.0 w = 1282.5 ptf Icont. Garage Footing Design: Required Footing Width = 1283 / C 2000 - 50 ) = 0.66 ft 1-5tory Footing: " x w/ Steel Reinforcing Per Plans 2-Story Footing: -x []" wi Steel Reinforcing Per Plans Allowable Point Load at Footing: P max = 5.5.P. x S x Width / 144 S = 2 x (Pepth + SIaL' Thick) + Post Width (3in min post width used) [xat1-Story= 511,3311 I P max at2-Storj= 9792 II, Pad Design: As Needed Fl 24 'x 18 "Pp. Pad Footing w/ (3) #4150T. EA WAY Pmax = 8000 L5 F2 30 "•x 18 "Pp. Pad Footing w/ (4) #4 SOT. EA WAY Pmax = 12500 LS Fl 36 '•x 18 "Pp. Pad Footing w/ (5) #4 SOT. EA WAY Pmax = 18000 LS F4 42 '• 18 "Pp. Pad Footing w/ (6) #4130T. EA WAY Pmax = 24500 LS FS 48 '• 18 "Pp. Pad Footing wl (6) #4 SOT. EA WAY Pmax = 32000 LS W:\1666\ENGINEERING\1666 Calculations 28 of 28 ADVANCED ((EOTECMJCL SOLUUOS, INC. 25109 Jefferson Avenue, Suite 220 JJ Murrieta, California 92562 \ / Telephone: (619) 708-1649 Fax: (714) 409-3287 NEW POII4TE COMMUNITIES, INC. April 11, 2012 16880 West Bernardo Drive, Suite 230 P/W 1201-02 San Diego, CA 92127 Report No. 1201-02-B-3 Attention: Mr. Scot Sandstrom Subject: Foundation Design Review Letter Proposed Single Family Residences, PcI 2(1373 Magnolia Ave) and PcI 3 (1377 Magnolia Ave.) Carlsbad, California References: 1) Innovative Structural Engineering (ISE) 1377 Magnolia Ave Pci 3, dated March 23, 2012(Sheets SCS, SI, & SDI) Innovative Structural Engineering (ISE) 1373 Magnolia Ave Pci 2, dated March 29, 2012(Sheets SCS, Si, & SDJ) Geotechnical Investigation and Foundation Design Recommendations for Proposed Single-Family Residences, Parcel 2 and 3, 1369 Magnolia Avenue, Carlsbad, California prepared by Advanced Geotechnical Solutions, Inc 's (AGS) dated March 21, 2012 (P1W 1201-02) Gentlemen: In accordance with your request, Advanced Geotechnical Solutions, Inc.'s (AGS) has reviewed the Foundation Plans for PcI 2 (13.73 Magnolia Ave.) and Pci 3 (1377 Magnolia Ave.) prepared by Innovative Structural Engineering (ISE), dated March 29 and March 23, 2012. Specifically, AGS has reviewed sheets SCS, Si 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 opinion that the proposed foundation designs were prepared in general accordance with the recommendations presented in the referenced report. Advanced Geotechnical Solutions, Inc. appreciates the opportunity to provide you with geotechnical consulting services and professional opinions. If you have any questions, please contact the undersigned at (619) 708-1649. 0 Submitted, RCE46544/RGE2314I Distribution: (6) Addressee 6-30-13 ORANGE AND L.A. COUNTIES INLAND EMPIRE SAN DIEGO AND IMPERIAL COUNTIES (714) 786-5661 (619) 708-1649 (619) 850-3980 01. I ADVANCED GEOTECHNICAL SOLUTIONS, INC. 5333 Mission Center Road, Suite 390 (I) San Diego, California 92108 AGS Telephone: (619) 708-1649 Fax: (714) 409-3287 I NEW PO1NTE COMMUNITIES, INC. March 21, 2012 16880 West Bemardo Drive, Suite 230 P1W 1201-02 I San Diego, CA 92127 Report No. 1201-02-B-2 Attention: Mr. Scot Sandstrom Subject: Geotechnical Investigation and Foundation Design Recommendations for I 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. I 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 Engineers, Inc. (CTE) and associated laboratory testing. It is AGS's opinion, from a I 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; I 2) unsuitable soil removal recommendations; 3) grading recommendations; 4) foundation design recommendations; and 5) flatwork recommendations. I Advanced Geotechnical Solutions, Inc., appreciates the opportunity to provide you with geotechnical consulting services and professional opinions, if you have any questions, please contact the undersigned at (619) 708-1649. I Respectfully Submitted, - Advanced Geotechnical Solutions U-1 NO. 2314 No. 2536 Cr EXP. 6/30/kI CERTIFIED -4 INEERING GEOLOGIST 0 ci JEFFREY A. CHANEY, Vice Pr OF C e' PAUL J. DERISI, Vice President I RCE 46544/GE 2314, Reg. Exp. 6-30-1 -. . CEG 2536, Reg. Exp. 5-31-13 Distribution: (5) Addressee I Attachments: 'Figure 1 - Site Location Map Figure 2— Geologic Map and Site Exploration Plan; Appendix A - Field and Laboratory Data; Appendix B - General Earthwork Specifications & Grading Guidelines; I Appendix C - Homeowner Maintenance Recommendations ORANGE AND L .A. COUNTIES1 INLAND EMPIRE SAN DIEGO AND IMPERIAL COUNTIES (714) 786-5661 (619) 708-1649 (619) 850-3980 I eN =I 0 GEOTECHNICAL INVESTIGATIONAND FOUNDATION DESIGN RECOMMENDATIONS FOR PROPOSED SINGLE-FAMILYRESIDENCES, PARCELS 2 AND 3,1369 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA March 21,2012 Pagel P1W 1201-02 Report No. 1201-02-B-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 of the geologic units onsite; 3) seismic hazard analysis; 4) engineering characteristics of the onsite soils; 5) excavation characteristics of earth materials; 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 aerial photographs. > Excavating and logging two (2) shallow hand auger borings (Appendix A). > Conducting a geotechnical engineering and geologic hazard analysis of the site. > Conducting a limited seismicity analysis. > Determine design parameters of onsite soils as a foundation medium including bearing and friction values for foundation soils. > Determine the site-specific seismic design parameters for use in the structural design. Preparation of a geotechnical foundation investigation report with exhibits summarizing our findings. 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 during this investigation. The materials immediately adjacent to or beneath those observed may have different characteristics than those observed. No representations are made as to the quality or extent of materials not observed. Any evaluation regarding the presence or absence of hazardous material 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 1, located in the northern 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. Current elevations at the site range from approximately 160 msl along the easterly property boundary to 151 feet msl at the westerly property ADVANCED GEOTECHNICAI. SOLUTIONS, INC. March 21, 2012 Page 2 P1W 1201-02 Report No. 1201-02-B-2 I 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 currently 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-stories in height, wood-framed, and supported by a conventional shallow slab-on-grade foundation system. The structures will be surrounded by associated fiatwork and landscaping. A private driveway is planned along the westerly property line 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 driveway 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 conditions. 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 laboratory testing are presented in Appendix A. In addition, AGS conducted a limited subsurface exploration at the subject on March 16, 2012. Two hand auger borings were excavated at the subject site. The approximate locations of the borings are shown on Figure 2. The excavations were advanced to a maximum depth of 3.5 feet below existing grades. 6.0 ENGINEERING GEOLOGY 6.1. Geologic and Geomorphic Setting I The subject site is situated within the Peninsular Ranges Geomorphic Province. The Peninsular Ranges province occupies the southwestern portion of California and extends southward to the I southern tip of Baja California. In general the province consists of young, steeply sloped, northwest trending mountain ranges underlain by metamorphosed Late Jurassic to Early Cretaceous-aged extrusive volcanic rock and Cretaceous-aged igneous plutonic rock of the I Peninsular Ranges Batholith. The westernmost portion of the province is predominantly underlain by younger marine and non-marine sedimentary rocks. The Peninsular Ranges' dominant structural feature is northwest-southeast trending crustal blocks bounded by active I faults of the San Andreas transform system. 6.2. Subsurface Conditions I A brief description of the earth materials encountered on this site is presented in the following sections. More detailed descriptions of these materials are provided in the hand auger logs included in Appendix A. Based on our site reconnaissance, subsurface excavations, and review of ADVANCED GEOEECHNICAI.. SOWIIONS, INC. March 21, 2012 Page 3 P1W 1201-02 Report No. 1201-02-B-2 I the referenced geotechnical investigation and geologic maps, the site is underlain to the depths explored by old paralic deposits (marine terrace deposits) which are locally overlain by a thin veneer of topsoil/residual soils (undifferentiated). Although not encountered during our site I exploration, localized undocumented fill soils were observed during CTE's investigation (2007) and may be present at the site. I 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 I approximately 3.0 feet in boring HA-1 to 2.5 feet in HA-2. As encountered, these materials generally consisted of light gray brown to reddish brown, moist, loose to medium dense, silty to I .clayey fine- to medium-grained sand. 6.2.2. Old Paralic Deposits, Units 24 I The site is underlain to maximum depth explored by Old Paralic Deposits, Units 2-4. These materials can generally be described as mottled gray brown to reddish brown, slightly moist to moist, medium dense to dense, silty fine to medium grained sand. I 63. Groundwater Groundwater was not encountered in our exploratory excavations. No natural groundwater I 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 I not evident at the time of our field explorations. 6.4. Non-seismic Geologic Hazards 1 6.4.1. Mass Wasting No evidence of mass wasting was observed onsite nor was any noted on the reviewed maps. I 6.4.2. Flooding I According to available FEMA maps, the site is not in a FEMA identified flood hazard area. 6.43. Subsidence/Ground Fissuring Due to the presence of the dense underlying materials, the potential for subsidence and ground I fissuring due to settlement is unlikely. 6.5. Seismic Hazards I The site is located in the tectonically active Southern California area, and will therefore likely experience shaking effects from earthquakes. The type and severity of seismic hazards affecting I 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 characteristics. The seismic hazard may be primary, such as surface rupture and/or ground shaking, or secondary, such as liquefaction or dynamic ADVANCED G[O1TECHNICAI. SOUJ1IONS, INC. March 21, 2012 Page 4 P1W 1201-02 Report No. 1201-02-B-2 I 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 U acceptable level of risk. The following seismic hazards discussion is guided by the California Building Code (2010), CDMG (2008), and Martin and Lew (1998). I 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-Inglewood-Rose Canyon fault zone which I is approximately 5 miles west of the subject site. Accordingly, the potential for fault surface rupture on the subject site is low. This conclusion is based on literature review and aerial - photographic analysis. 6.5.2. Seismicity As noted, the site is within the tectonically active southern California area, and is approximately 5 miles from an active fault, the Oceanside section of the Newport-Inglewood-Rose Canyon fault zone. The potential exists for strong ground motion that may affect future improvements. At this point in time, non-critical structures (commercial, residential, and industrial) are usually designed according to the California Building Code (2010) and that of the controlling local agency. However, liquefaction/seismic slope stability analyses, critical structures, water tanks and unusual structural designs will likely require site specific ground motion input. 6.53. Liquefaction Due to the dense nature of the underlying materials and lack of a shallow groundwater table at the project site, the potential for seismically induced liquefaction is considered negligible. I 6.5.4. Dynamic Settlement Dynamic settlement occurs in response to an earthquake event in loose sandy earth materials. I This potential of dynamic settlement at the subject site is considered remote due to the presence of shallow marine terrace/bedrock and the absence of loose, sandy soils. I 6.5.5. Seismically Induced Landsliding Evidence of landsliding at the site was not observed during our field explorations nor was any geomorphic features indicative of landsliding noted during our review of aerial photos and I published geologic maps. ADVANCED GEOEECHNICAL SOLUTIONS, INC. I March 21,2012 Page P1W 1201-02 Report No. 1201-02-B-2 I 7.0 GEOTECHNICAL ENGINEERING I Presented herein is a general discussion of the geotechnical properties of the various soil types and the analytic methods used in this report. 7.1. Material Pronerties 7.1.1. Excavation Characteristics Based on our previous experience with similar projects near the subject site and the information gathered in 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 difficult to excavate. Specialized grading equipment (large excavators and/or bull dozers) may be necessary to efficiently excavate portions of the paralic deposits. - 7.1.2. Compressibility 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 concern for the proposed structures. I 7.13. Collapse PotentialIHydro-Consolidation Given the relatively thin veneer of soil on top of the dense formational materials, and the I 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 collected 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 (El) 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 experience in the general area with similar soils the following are assumed shear strengths for compacted fill soils and Old Paralic Deposits. TABLE 1 SHEAR STRENGTHS Material Cohesion I Friction Angle I (psi) I (degrees) Compacted Fill I 125 I 28 Old Paralic Deposits 300 I 30 ADVANCED GEOTECHNICAI. SOLUTIONS, INC. I March 21,2012 Page P1W 1201-02 Report No. 1201-02-B-2 I 7.1.6. Chemical/Resistivity Test Results I Preliminary soluble sulfate and chloride, and resistivity testing has not been conducted by AGS but was performed by CTE during their 2007 geotechnical investigation. Based upon the results of their testing and our previous experience in the area it is anticipated that the onsite soil will I 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" corrosive to metals. Consultation with a corrosion engineer is recommended. Final determination of actual chemical/resistivity design I parameters for the foundation will be determined at the conclusion of the grading and will be presented in the grading report. I 7.1.7. Earthwork Adjustments It is anticipated that the onsite fill/residual soils will shrink 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. I 7.1.8. Pavement Support Characteristics It is anticipated that the onsite soils will have good to moderate support characteristics. Depending upon the final distribution of site soils, pavement support characteristics could vary. If structural pavements are to be constructed (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. I 8.0 CONCLUSIONS AND RECOMMENDATIONS Construction of the proposed residential structure and associated improvements is considered feasible, I from a geotechnical standpoint, provided that the conclusions and recommendations presented herein are incorporated into the design and construction of the project. Presented below are specific issues identified by this study as possibly affecting site development. Recommendations to mitigate these issues are I presented in the text of this report. I 8.1. Grading Recommendations 8.1.1. Unsuitable Soil Removals I In areas to receive settlement sensitive structures, all topsoil/residual soil, highly weathered formational materials, 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 I 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 structures. If deeper removals are performed, the removals should extend a lateral distance equal to the depth of I removal beyond the improvement limits. Removal bottoms should expose competent formational materials in a firm and unyielding condition. The resulting removal bottoms should be observed by a representative of AGS to verify that adequate removal of unsuitable materials have been I ADVANCED GEOTECIINICAL. SOLUTIONS, INC. I March 21, 2012 Page 7 P1W 1201-02 Report No. 1201-02-13-2 conducted prior to fill placement. In general, soils removed during remedial grading will be suitable for reuse in compacted fills, provided they are properly moisture conditioned and do not contain deleterious materials. Grading shall be accomplished under the observation and testing of the project soils engineer and engineering geologist or their authorized representative in accordance with the recommendations contained herein, the current grading ordinance of the City of Carlsbad. I 8.1.2. Earthwork Considerations I 8.1.2.1. 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 I achieved at or slightly above the optimum moisture content and as generally discussed in the attached Earthwork Specifications (Appendix B). 8.1.2.2. Treatment of Removal Bottoms At the completion of unsuitable soil removals, the exposed bottom should be scarified to a minimum depth of eight inches, moisture conditioned to above optimum moisture and compacted in-place to the standards set forth in this report. 8.1.2.3. Fill Placement I Fill should be placed in thin lifts (eight-inch bulk), moisture conditioned to at or slightly above the optimum moisture content, uniformly mixed, and compacted by the use of I 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 activities 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 grading measures are recommended in order to minimiie 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. I 8.2. Design Recommendations It is our understanding that the proposed foundations will consist of a shallow slab-on-grade I foundation systems supporting the proposed two-story wood-frame residential structures. 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 structure, I associated driveways, 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 construction. ADVANCED GEOTECHNICAI. SOLUTIONS, INC. I March 21, 2012 Page 8 I P/W 1201-02 Report No. 1201-02-B-2 8.2.1. Foundation Design Criteria The single-family residential structure can be supported on conventional shallow foundations and slab-on-grade systems. The expansion potential of the underlying soils is classified as "Low". The following values may be used in the foundation design. Allowable Bearing: 2000 lbs./sq.ft. Lateral Bearing: 250 lbs./sq.ft. at a depth of 12 inches plus 125 lbs./sq.ft. for each additional 12 inches embedment to a maximum of 2000 lbs./sq.ft. Sliding Coefficient: 0.35 Settlement: Total = 3/4 inch Differential: 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 govern. Depth and reinforcement requirements should be evaluated by the Structural Engineer. 8.2.2. Seismic Design Parameters The following seismic design parameters are presented to be code compliant to the California Building Code (2010). The subject lots have been identified 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 117.33252° W. Utilizing this information, the computer program USGS Earthquake Ground Motion Parameters Version 5.1.0 and ASCE 7 criterion, the seismic design category for 0.20 seconds (S) and 1.0 second (Si) period 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 Criteria Mapped Spectral Acceleration (0.2 sec Period), 5s 1.275g Mapped Spectral Acceleration (1.0 sec Period), Si 0.480g Site Coefficient, Fa 1.0 Site Coefficient, F 1.52 MCE Spectral Response Acceleration (0.2 sec Period), SMs 1.275g MCE Spectral Response Acceleration (1.0 sec Period), SM1 0.730g Design Spectral Response Acceleration (0.2 sec Period), SDs 0.850g Design Spectral Response Acceleration (1.0 sec Period), SDI 0.487g ADVANCED GEOTECHNICAL. SOUJ1IONS, INC. I I March 21, 2012 Page 9 P1W 1201-02 Report No. 1201-02-13-2 I 8.2.3. Foundation Design 8.2.3.1. Conventional Foundations I Based upon the onsite soil conditions and information supplied by the 2010 CBC, conventional foundation systems should be designed in accordance with Section 8.2.1 and the following recommendations. I > Interior and exterior 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 I adjacent grade. Footing 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. I> 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 I should be designed by the Structural Engineer. > If exterior footings adjacent to drainage swales are to exist within five feet I horizontally 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 horizontally from edge I of the footing to the face of the slope. > Isolated spread footings outside the footprint of the proposed structures should be tied with grade beams to the structure in two orthogonal directions. > A grade beam reinforced continuously with the garage footings shall be constructed across the garage entrance, tying together the ends of the perimeter footings and I 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 I dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and reinforcement should be the same as the structure. Slab thickness, reinforcement and under-slab treatment should be the same as the structure. 1 8.2.4. Under Slab Prior 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 I the structure considered to be moisture sensitive. The retarder should be of suitable composition, thickness, strength and low permeance to effectively prevent the migration of water and reduce the transmission of water vapor to acceptable levels. Historically, a 10-mil plastic membrane, I such as Vis queen, placed between one to four inches of clean sand, has been used for this purpose. More recently Stego Wrap or similar underlayments have been used to lower permeance to effectively prevent the migration of water and reduce the transmission of water I ADVANCED GEOTIECHNICAI. SOLIJEIONS, INC. I March 21, 2012 Page 10 P1W 1201-02 Report No. 1201-02-B-2 vapor to acceptable levels. The use of this system or other systems, materials or techniques can be considered, at the discretion of the designer, provided the system reduces the vapor transmission rates to acceptable levels. I 8.2.5. Deepened Footings and Structural Setbacks It is generally recognized that improvements constructed in proximity to natural slopes or I properly constructed, manufactured slopes can, over a period of time, be affected by natural processes including gravity forces, weathering of surficial soils and long-term (secondary) settlement. Most building codes, including the California Building Code (CBC), require that I structures be set back or footings deepened, where subject to the influence of these natural processes. I 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. I FIGURE 3 I FACE OF I PING ~-7 TOP OF SLOPE I FACE OF STRUCTURE H B1 NEED NOT EXCEED 40 FT. H MAX. TOE OF I SLOP E IF H,2 BUT NEED NOT I EXCEED 15 FT. MAX. I 8.2.6. Concrete Design Our previous experience 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 detrimental 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. I ADVANCED GEOTECHNICAL. SOUJEIONS, INC. I I March 21, 2012 Page 11 I PIW 1201-02 Report No. 1201-02-B-2 8.2.7. Corrosion Our previous experience in the general area indicates onsite soils likely are "mildly" corrosive to buried metallic materials. AGS recommends minimally that the current standard of care be employed for protection of metallic construction materials in contact with onsite soils or that consultation with an engineer specializing in corrosion to determine specifications for protection of the construction materials. 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 onsite: Rankine Equivalent Fluid Level Backfill Coefficients Pressure (psfIlin.ft.) Coefficient of Active Pressure: Ka = 0.31 38 Coefficient of Passive Pressure: K = 3.25 407 Coefficient of at Rest Pressure: K. = 0.47 59 Rankine Equivalent Fluid 2 : 1 Backfill Coefficients Pressure (psfllin.ft.) Coefficient of Active Pressure: Ka = 0.47 59 Coefficient of Passive Pressure: Descending K (-) = 1.23 154 Coefficient of At Rest Pressure: K. = 0.72 90 The foundations for retaining walls of appurtenant structures structurally separated from the building structure may bear on properly compacted fill. A bearing 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 drain should be place at the heel of the wall and should consist of a 4-inch diameter perforated pipe (SDR35 or SCHD 40) surrounded by 4 cubic feet of crushed rock (3/4-inch) per lineal foot, wrapped in filter fabric (Mirafi® 140N 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 perimeter 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 interior wall face. The wall should be backfilled with granular soils placed in loose lifts no greater than 8-inches I 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 materials generally do not result in the required degree and uniformity of compaction I ADVANCED GEOTECHNICAL. SOLUTIONS, INC. I I H I 1 I I I I March 21, 2012 Page 12 P1W 1201-02 Report No. 1201-02-13-2 I 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 backfihled and compacted. I 83. Utility Trench Excavation All utility trenches should be shored or laid back in accordance with applicable OSHA standards. I Excavations in bedrock areas should be made in consideration of underlying geologic structure. AGS should be consulted on these issues during construction. I 8.4. Utility Trench Backfill Mainline and lateral utility trench backfill should be compacted to at least 90 percent of maximum thy density as determined by ASTM D 1557. Onsite soils will not be suitable for use I as bedding material but will be suitable for use in backfill, provided oversized materials are removed. No surcharge loads should be imposed above excavations. This includes spoil piles, I lumber, concrete trucks or other construction materials and equipment. Drainage above excavations should be directed away from the banks. Care should be taken to avoid saturation of the soils. I Compaction should be accomplished by mechanical means. Jetting of native soils will not be acceptable. I 8.5. Exterior Slabs and Walkways 8.5.1. Subgrade Compaction I The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be compacted to a minimum of 90 percent relative compaction as determined by ASTM D 1557. I 8.5.2. Subgrade Moisture The subgrade below exterior slabs, sidewalks, driveways, patios, etc. should be moisture conditioned to a minimum of 110 percent of optimum moisture content prior to concrete I placement. 8.5.3. Slab Thickness I Concrete flatwork and driveways should be designed utilizing four-inch minimum thickness. I 8.5.4. Control Joints Weakened plane joints should be installed on walkways at intervals of approximately eight to ten I feet Exterior slabs should be designed to withstand shrinkage of the concrete. 8.5.5. Flatwork Reinforcement Consideration should be given to reinforcing any exterior flatwork. ADVANCED GEOTECHNICAL. SOLUTIONS, INC. I March 21, 2012 Page 13 I PiW 1201-02 Report No. 1201-02-B-2 8.5.6. Thickened Edge Consideration should be given to construct a thickened edge (scoop footing) at the perimeter of slabs and walkways adjacent to landscape areas to minimize moisture variation 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. I 8.6. Plan Review Once grading and foundation design plans become available, they should be reviewed by AGS to I verify that the design recommendations presented are consistent with the proposed construction. 8.7. Geotechnical Review I 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 during the grading and construction operations is intended to evaluate these hypotheses, and some of the I assumptions summarized 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. I 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. I If the project description or final design varies from that described in this report, AGS must be consulted regarding the applicability of, and the necessity for, any revisions to the recommendations presented herein. AGS accepts no liability for any use of its recommendations I if the project description or final design varies and AGS is not consulted regarding the changes. 9.0 SLOPE AND LOT MAINTENANCE I Maintenance of improvements is essential to the long-term performance of structures and slopes. Although the design and construction during 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. I The homeowners must implement certain maintenance procedures. The following recommendations should be implemented. I 9.1. Slope Planting Slope planting should consist of ground cover, shrubs and trees that possess deep, dense root I structures and require a minimum of irrigation. The resident should be advised of their responsibility to maintain such planting. I 9.2. Lot Drainage Roof, pad and lot drainage should be collected and directed away from structures and slopes and I toward approved disposal areas. Design fine-grade elevations should be maintained through the life of the structure or if design fine grade elevations are altered, adequate area drains should be installed in order to provide rapid discharge of water, away from structures and slopes. Residents ADVANCED GEOTECHNICAL. SOLUTIONS, INC. March 21, 2012 Page 14 P1W 1201-02 Report No. 1201-02-13-2 I should be made aware that they are responsible for maintenance and cleaning of all drainage terraces, down drains and other devices that have been installed to promote structure and slope stability. 93. Slope Irrigation The resident, homeowner and Homeowner Association should be advised of their responsibility I to maintain irrigation systems. Leaks should be repaired immediately. Sprinklers should be adjusted to provide maximum uniform coverage with a minimum of water usage and overlap. I Overwatering with consequent wasteful run-off and ground saturation should be avoided. If automatic sprinkler systems are installed, their use must be adjusted to account for natural rainfall conditions. I 9.. Burrowing Animals Residents or homeowners should undertake a program for the elimination of burrowing animals. I This should be an ongoing program in order to maintain slope stability. 10.0 LIMITATIONS I This report is based on the project as described and the information obtained 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, laboratoiy, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the excavation locations. The results reflect an interpretation of the direct evidence obtained. Services performed by AGS have been I conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, either expressed or implied, and no warranty or guarantee is included or intended. I The recommendations presented in this report are based on the assumption that an appropriate level of field review will be provided by geotechnical engineers and engineering geologists who are familiar with the design and site geologic conditions. That field review shall be sufficient to confirm that geotechnical I and geologic conditions exposed during 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 conditions are found to vary from those described herein. I Such changes or variations may require a re-evaluation of the recommendations contained in this report. The data, opinions, and recommendations of this report are applicable to the specific design of this project I 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 resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of AGS. AGS has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction, for the acts or omissions of the CONTRACTOR, or any other person performing any of the construction, or for the failure of any of them I to carry out the construction in accordance with the final design drawings and specifications. ADVANCED GEOTECHNICAL SOLUTIONS, INC. March 21, 2012 Page 15 P/W 1201-02 Report No. 1201-02-13-2 REFERENCES American Concrete Institute, 2002, Building Code Requirements for Structural Concrete (ACI318M-02) and Commentary (ACI318RM-02), ACT International, Farmington Hills, Michigan. American Society for Testing and Materials (2008), Annual Book ofASTM Standards, Section 4, Construction, Volume 04.08, Soil and Rock (I), ASTM International, West Conshohocken, Pennsylvania. California Code of Regulation, Title 24,2010 California Building Code, 3 Volumes. Construction Testing and Engineers, Inc., Preliminary Geotechnical Investigation, Proposed Three Lot Residential Development, 1369 Magnolia Avenue, Carlsbad, California, dated April 3, 2007 (CTE Job No. 10-8791G). Kennedy, M.P., Tan, S.S., et. al., 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, California Geological Survey: Regional Geologic Map No. 2, scale 1:100,000. ADVANCED GEO1ECHNICA[. SOUJIIONS, INC. SITE LOCATION MAP 1369 MAGNOLIA AVENUE CARLSBAD, CALIFORNIA P/W 1201-02 FIGURE 1 SOURCE MAP - TOPOGRAPHIC MAP OF THE SAN LUIS REY 7.5 MINUTE QUADRANGLE, SAN DIEGO COUNTY, CALIFORNIA -SDE 1äAaUNE TsiU1uRrT0I BE DOdc4JBED 51 I I. I EXIS17NG PER CDP 1048 01'! AC0ESUflLfl1 DRVT4#BE EASEM4NT IN FAVOR OF P143 REAR 1BA0C LINE GROSS AREA=14 551 SF NET A5 SF U 1.9.00 L I = 58.50 TP-5 hi i I I I 57— I Qop I j104111 1 I r= JAR PCL 2 GROSS AREA= 11 125 SF NET AREA =8 345 SF FF=17.00 PAD= 156.50 HA-1 -WO-tif—SPEWN uiir GROSS AREA 1896s;FNET0 I PAD= 154.33 - N.A.P. ( PROTECT L7OS'Ti PALM UNTiL RELOCAIW - - BETBABE LME _ 22 CAl Ialit ,pnus ERST CURB & GUTTER FXIST RLDGJ 205-280-17 NEW 6' SCUD 8000 PENCE N.A.P. .BLDG W 6' SCUD \120528038 ) TIj 3'E 7WrG87A BThETWEAT A' LEGEND Approximate Location of Exploratory Excavation, HA-2 AGS,2012 Approximate Location of Exploratory Trench, TP-6 CTE, 2007 QOP Old Paralic Deposits (formerly mapped as Terrace Deposits) N.A.P. Not a Part of Report 2OS1j86 6' ERUT FACE WALL WI DEOOR4IIYE CA4P ----- - - 205-280-67 7 7;r - ' SC.JD 8000 FT 10 REMAIN GRAPHIC SCALE FIGURE 2 20' 40' w Geologic Map and I I Exploration Location Plan I APPENDIX A FIELD AND LABORATORY DATA I I ADVANCED GEOTECHNICAL SOLUTIONS, INC., 2012 CONSTRUCTION TESTING AND ENGINEERING, INC., 2007 ADVANCED GEOTECHNICAI. SOLUTIONS, INC. ADVANCED GEOTECHNICAL SOLUTIONS, INC. LOG OF EXPLORATORY EXCAVATION PM NO.: 1201-02 LOGGED BY: PJD PROJECT NAME: 1369Magnolia EQUIPMENT: Hand Excavated CLIENT: New Pointe Communities DATE: 3/16/2012 LOCATION: See Edoration Location Plan - SAMPLES - - 0 LaboratoryTesting CL .- E Hand Auger HA-1 CL CL - U) E 0 MATERIALDESCRIPTION AND COMMENTS - Topsoil/ResidualSoil(Undifferentiated) • SC Light gray brown to brown, moist, loose, CLAYEY SAND with silt, fine- HAl-I to medium grained El = 34 SM Light brown to red brown, moist, loose to medium dense, SILTY SAND,fine-tomediumgrained;traceclay - OldParalicDeposits • N. SM Light gray brown to orangish brown, slightly moist, dense, SILTY SAND Excavation Terminated at 3.5 Feet 5 No Groundwater Encountered Backfilled with Soil cuttings 10 15 Sample Type: 1- Small Plastic Bag - Bulk Sample —Water Table Lu 0 Laboratory Testing: AL = Atterberg Limits El = Expansion Index MD = Maximum Density SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Testing RV = R-Value Test CO = Consolidation ADVANCED GEOTECHNICAL SOLUTIONS, INC. LOG OF EXPLORATORY EXCAVATION PM NO.: 1201-02 LOGGED BY: PJD PROJECT NAME: 1369 Magnolia EQUIPMENT: HandExcavated CLIENT: New Pointe Communities DATE: 3/16/2012 LOCATION: See Exioration Location Plan - SAMPLES - LaboratoryTesting - - CL E - 2 Hand Auger HA-2 E Cl) . 0 - m U) E MATERIALDESCRIPTION AND COMMENTS - Topsoil/ResidualSoil(Undifferentiated) SM Light gray brown to light brown, slightly moist, loose to medium dense, SILTY SAND, fine- to medium-grained; trace clay OldParalicDeposits SM Light gray brown to orangish brown, slightly moist, dense, SILTY -... SAND;weakly cemented Excavation Terminated at 3.5 Feet No Groundwater Encountered Backfilled with Soil Cuttings 10 15 Sample Type: Small Plastic Bag - Bulk Sample - —Water Table LU 0 Laboratory Testing: AL = Atterberg Limits El = Expansion Index MD = Maximum Density SA = Sieve Analysis SR = Sulfate/Resistivity Test SH = Shear Testing RV = R-Value Test CO = Consolidation fbdI•T CONSTRUCTION TESTING & ENGINEERING, INC. G to rocosolcu. o £ cio n UCIIOM E.. 5 cisiu TO! IONS AND I ASPI 01 101I P45111011 50I1. S Jill III I l510S0110. Cl 15111 I 515 545. I•II PROJECT: Three Lot Development EXCAVATOR: U. Hggcnbothani M`1013 NO: 10-8791G EXCAVATION METHOD: BACKHOE EXCAVATION L5AiI: - L.OtjtjEDBY: i)K SAMPLING MEFIIOD: BULT~. ELEVATION: 51 E TEST PIT LOG: TP-1 ljlt k DESCEUYI'ION 0-11 TOPSOIL : Loose to medium dense. chghtly - - dark browi, silty SAND (SM) with iook/OIiicS. W.\. RV. EI . •i 1-3' RE IDUAL SOIL • — --- / . -J Medium dense, slightly moist. light brown - / to tan, silty fine SAND (SM.). 5 / 3-6' QUATERNARY TERRACE DEPOSIT S.Qjj Dense. slightly moist, light brown to tan, silty line SAND (SM). - - 'loial depth 6' No gio Lind witer - - l3ackfihld 'ii'h spoik z ZV.1T1191 T. b 5 .1. Vb is •1'. 5 .v I CONSTRUCTION TESTING & ENGINEERING, INC. - Ut tTtCflr AI C OIII?UUC tOW U A !Att TL flAG Attl lUff I U IlOA F. II MUAIIII U UU. 8 II ii I UrGU hUG. CI Ul; I J' RID) Eri: 'l'luec Loi Development EXCAVATOR: D. Itiggenhotham CIF JOB NO: 10.-S7910 EXCAVATION IE'flIOtU: 8ACKJ40 EXC..\V.ATIOX D.Vii /IW(1 LOGCEDUY: DK SANIPLENQMETI100: BULK WV.ATJON T TEST PIT LOG: TP-2 . LahUF;LkrV I DESCRIPTION - - - / o-i I01s01s L AS 0 Loosc to niciium dense, dry to sliginly moist. . brown. silty Fine grained SANl) (SM) with debris -/ and organic materials (ronr, logs I. RLSIDUAI.SOIL. - Qi . Medium dense. slightly moist. light brown - to Lan. silly fine SAND (SM). 35•5I OUA1ENARY TERRACE DEPOSfljQj - Total depth 5.5'fbg Dense. slightly moist, mottled Orange brown - No gioundwair to tan, silty fine SAND (SM). - -JE l3ackfil led with spoik I -Is I U'-.. U' ..v•rb I I CONSTRUCTION TESTING & ENGINEERING, INC. 3(OICCI,NICn CI,,I5UITU(IIOM EnI,iF!n,w'i (Iflina AI, IMS'(Clpt,, n. ui I Waimea. c 97;I I ;I I'b. PROJECT: Three Lot Devcloprnenr - ECAVMOn: - L). Higgeribotham CTE JOA >JO: 10-879 I EXCAVATION METHOD: BACKHOE FACAVATION DATE ()i LC)C,flEC)fJ'y: DK — SAMPLING METHOD: BULK ELE\ - TEST PIT LOG: TP-3 .. I.ikH'uttI 1•e - DESCRTPTfON — O-1.5'OPSOII.: L,se tü medium deiisc. IightIy moist. - 0 . / dark hz'own, silty SAND iSM) with ronms/oigiimic MAY materials. - . \ J I .5.3' RESIDUAL SQI Medium dense, slightly moist, light brown -- - -- I to tan. silty fine SAND (SM). Qt 35' OUATERNARY TERRACE DEPOSITS (Or): -. Dense, slightly moist, mottled orange L'uiwn — 'I'ouLl depth 5, 111"to tan, silty fine SAND (SM). No gruunclwzttei- - Backtilled with spoils 1CU1TPTT b di .T. lb fi .w r I-i •v CONSTRUCTION TESTING & ENGINEERING, INC. flGTCctIiCAL I CONS ? III VIION E,oItLni'lO TC9T,,C &,(Q I,,prr.,iQ, II ?il(HI P.m. £fl% III I I IOII Uflb IC •JI PROJECT: Three Lor Development LXCAVATOR: D. Higgenbotham CTF JOE; NO 10-8791(3 EXCAVATION METHOD: flACKhOft EXCAVATION DA11-:: C07 LOGGED BY. DX - - -- SAMPLLNGMETII0D: BULK ILIV.ATtO: a .2 .' TEST PIT LOG: TP-4 Lt1iiv Tc.stc j l)ESCRIVIION 0-75 TOPSOIL, Loose to medium dense.. slightly moist. - - / dark brown silty SAND (S?vi) with m c ots/oigazli \ I materials. • - . I •7'3 REUeL.SOtL. - - / Medium dense to dense, slightly moist, light brown and dnrk brown, silty SAN]) SM.). Qt — / 3-6 QUATERNARY TERRACE l)EpQSITS (00: WA — . Dense to very dense, slightly moist. light brown — — and dark brown, silty SAN]) (SF'4).with small —.25') weathered quartz nodules, - Total depth 6' thg No gioundwater • Dackfilled with (L1ttings -- •• URE:I riifl xTthTz n L%iXi -N IS. M, "~w -.~ Most. W-1 ç_• x_ CONSTRUCTION TESTING & ENGINEERING, INC. au,,.cpsNuct I COt.tUCOM E.RDteINc risl,uo O IN$ uO 114 1MQNtIL III I SQflhI*, no.1.1 410! PRO1tcT Three Lot Development EXCAVATOR: D. Higgenbotham CTEJOO NO: 10.87910 ENCAvMIoN11EThOO: BACKJ{OT EXCAVATiODXn: 2II6/2t107 -- DX — -- SAMPLING METHOD: BULK ELCVATFON L I F TEST PIT LOG: TP-5 A. t.aI,i4ral'.w1eM; DESCRIPTION — — — — — — TOPSOIL; - Medium dense, slightly moist, mottled light brown 5 . ...... ......................- to brown— silty fine SAND (SWE) with roots and Olga mum: material. !PUAL OEL.. — ot . .8-3 Medium dense to dense, slightly moist. lihu brown and dark brown, silty SAND (SM). Total depth '!. thg .s pale gray. fine, to eOare amtd S-SWm. - No gmundvacer 13ackiillcd vi0u spoils 3-6' QUATIMNARY TERRACE DJT'OS1TS Q1,: Dense to very dense. sl igluly moist. light brown - - ----/ 0 and clark brown. sill'.' SAND (SM) with small I F 5°) weathered quart modules, . ,... flGtiRE:1 fl' JA\ t- CONSTRUCTION TESTING & ENGINEERING, INC. 0 -1--M00 no ,,,,uci000 EM0101 EIJHI TI 10000 0110111 100 PLC 01011 (11 I'll VOWEL 1001 01000 III I t11010o00. Co 11110 110111.1 PROJECT; Thiec Lot Development EXCAVATOR: D. Higgeribotharn CIL .1014 NO: 10-8791(3 . CXCAVATION METHOD: BACKHOE EXC.V.VlIO D,VrE. 2fIo;:i; LOCICIED BY: DK SAMPLIt'GMFThOD:BULK ELEVATION: vi TEST PIT LOG TP-6 lIhhlciIL' 1)RSCRB'i 'ION I (4j Mediunt dense. slihLty moist. montcd jih( )0(lol,'fl - J ru brown. silty line SAND (Sl'd with rc'o::;0ind \ . -- / rrganic I110ItCji1I5. - - I i-s RESt DUAL SO11 Qt / Medium dense to dense, slightly moist. brown to light brown. silty fine SAND (SM). -5- _./ 3 OUiVI'ERNARY TERRACE DEPOSLTS ((:)t - -- - -.:--------------------1 Dense, slightly moist, brown to - - Thtsi depth i5' tbg tight brawn, silty line. SAND (SM). - - No groulldwster - Bacicliuied with spoils EItJRIJ' S CONSTRUCTION LTESTING &ENGINEERNG, INC. 200 WASU ANALYSIS LOCATION PIiRCENT I'.4.SSII'(.; C #0t)SIEI TPA 1-3 20.3 4-5 '56 S\I T11-4 441 24.1 SM Tl'.C,I. 6.3 SI'-StI RESISTANCE "R"-VALUE CALTEST 301 LOCATION Dl'TH R-\'ALUE {. TP-I i-S . 74 SULFATE I.0C41ION uevri-i RESULTS (feet) ppm TP-I 1.3 49 CHLORIDE RIDE LOCATION DEPTH RESULTS (lcetj ppn TV-I -3 CONDUCTIVITY CALIFORN(A TEST '124 LOCATION DIPTH RES ULTS lIed) - TV-I 1-3 RESISTIVITY CALIFORNIA TEST 424 LOCATION DIPTH RESULTS (feet) hrnJcni TP-t 10400 MAX!MIJM DRY DENSITY & OPTIMUM MOIST U R E C O N T E N T (MODIFIED POC'OR) LOCATION DEV1H OPTIMUM MOISTURE DRY DENSITY TP-3 .5- I 9.5 124.5 LABORVIURV SI MAIY CIllrfl NC). II.7')j( C 'I 5 I .1 II 5 II) IS 24 25 30 35 PERCENT MOISTURE (%) ASTM D1557 METHOD ff3 A [J B D C MODIFIED PROCTOR RESULTS I MA3CLft4IJM l)P'I'IMIM NUMBER NUMBER SOIL DESCRU'TJON DRY DENSITY (PCF) CONTFNT 17078 TP-3 0-5-1 BROWN SILTY SAND 124,5 9.5 CTF JOB NO: A - CONSTRUCTION TESTING & ENGINEERING, INC. J DATE: 03/07 - r-ECITSC-1 CL AHD C0U1RJC1IN GUEER4G 1E.TINa NEO' 11I C.'1IL C.ST.' I IS COI)iD C& tfi7II ?46-'i55 10-h79lG — - FIGURL: LI - GENERAL EARTHWORK SPECIFICATIONS AND GRADING GUIDELINES ADVANCED GEOIECHNICAL. SOWEIONS, INC. I March21,2012 Page B-1 P1W 1201-02 Report No. 1201-02-13-2 I GENERAL EARTHWORK SPECIFICATIONS I. General 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 general specifications provided herein conflict with those provided in the I geotechnical report, the recommendations in the geotechnical report shall govern. Recommendations provided herein and in the geotechnical report may need to be modified depending on the conditions encountered during grading. The contractor is responsible for the satisfactory completion of all earthwork in accordance with the project plans, specifications, applicable building codes, and local governing agency requirements. Where these requirements conflict, the stricter requirements shall govern. 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 verification during 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 performing his work. The contractor shall have the responsibility to provide adequate equipment and procedure 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. 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 project 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 prior to placing fill. It is the contractor's responsibility to apprise the Geotechnical Consultant of their schedules and notify the Geotechnical Consultant when those areas are ready for observation. The contractor is responsible for providing a safe environment for the Geotechnical Consultant to observe grading and conduct tests. II. Site Preparation A. Clearing and Grubbing: Excessive vegetation and other deleterious material shall be sufficiently removed as required by the Geotechnical Consultant, and such materials shall be properly disposed of offsite in a method acceptable to the owner and governing agencies. Where applicable, the contractor may obtain permission from the Geotechnical Consultant, owner, and governing agencies to dispose of vegetation and other deleterious materials in designated areas onsite. ADVANCED GEOTECHNICAL. SOLUTIONS, INC. I March 21, 2012 Page B-2 P/W 1201-02 Report No. 1201-02-B-2 Unsuitable Soils Removals: Earth materials that are deemed unsuitable for the support of fill shall be removed as necessary to the satisfaction of the Geotechnical Consultant. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, I pipelines, other utilities, or other structures located within the limits of grading shall be removed and/or abandoned in accordance with the requirements of the governing agency and to the satisfaction of the Geotechnical Consultant. 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 I moisture content that is at or near optimum moisture content. The scarified materials shall then be compacted to the project requirements and tested as specified. I 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 determining elevations of processed areas and keyways. III. Placement of Fill Suitability of fill materials: Any materials, derived onsite or imported, may be utilized as fill provided that the materials have been determined to be suitable by the Geotechnical Consultant. Such materials shall be essentially free of organic matter and other deleterious materials, and be of a gradation, expansion potential, and/or strength that is acceptable to the Geotechnical Consultant. Fill materials shall be tested in a laboratory approved by the Geotechnical Consultant, and import materials shall be tested and approved prior to being imported. Generally, different fill materials shall be thoroughly mixed to provide a relatively uniform blend of materials and prevent abrupt changes in material type. Fill materials derived from benching should be dispersed throughout the fill area instead of placing the materials within only an equipment-width from the cut/fill contact. Oversize Materials: Rocks greater than 8 inches in largest dimension shall be disposed 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 placement 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 The fill materials shall be plaèed in thin, horizontal 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 materials. U E. Moisture Content: Fill materials 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 I recommended, water shall be added, and the fill materials 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 materials shall be aerated by discing, blading, or other methods until the moisture content is I acceptable. ADVANCED GEO1ECHNICAL. SOUJUONS, INC. I March 21, 2012 Page B-3 P1W 1201-02 Report No. 1201-02-B-2 I 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 I determined by ASTM Test Method: D1557-09. Benching: Where placing fill on a slope exceeding a ratio of 5 to 1 (horizontal to vertical), the ground should be keyed or benched. The keyways and benches shall extend through all unsuitable materials into I suitable materials such as firm materials or sound bedrock or as recommended by the Geotechnical Consultant. The minimum keyway width shall be 15 feet and extend into suitable materials, or as I 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 geotechnical report and approved by the Geotechnical Consultant. As a general rule, unless otherwise recommended by the. I Geotechnical Consultant, the minimum width of the keyway shall be equal to 112 the height of the fill slope. Slope Face: The specified minimum relative compaction shall be maintained out to the finish face of I 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 I that produce the designated result Loose soil should not be allowed to build up on the slope face. if present, loose soils shall be trimmed to expose the compacted slope face. I I. Slope Ratio: Unless otherwise approved by the Geotechnical Consultant and governing agencies, permanent fill slopes shall be designed and constructed no steeper than 2 to 1 (horizontal 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 scarification and processing of the ground and/or overexcavation is needed. I K. Fill materials shall not be placed, spread, or compacted during unfavorable weather conditions. When grading is interrupted by rain, filing operations shall not resume until the Geotechnical Consultant approves the moisture and density of the previously placed compacted fill. I IV. Cut Slopes The Geotechnical Consultant shall inspect all cut slopes, including fill over cut slopes, and shall be I notified by the contractor when cut slopes are started. If adverse or potentially adverse conditions are encountered during grading; the Geotechnical I Consultant shall investigate, evaluate, and make recommendations to mitigate the adverse conditions. Unless otherwise stated in the geotechnical report, cut slopes shall not be excavated higher or steeper than the requirements of the local governing agencies. Short-term stability of the cut slopes and other I excavations is the contractor's responsibility. V. Drainage I A. Back drains and Subdrains: Back drains and subdrains shall be provided in fill as recommended by the Geotechnical Consultant and shall be constructed in accordance with the governing agency and/or ADVANCED GEOTECHNICAI. SOIJJEIONS, INC. I March 21,2012 Page B-4 P1W 1201-02 Report No. 1201-02-B-2 I recommendations of the Geotechnical Consultant. The location of subdrains, especially outlets, shall be surveyed and recorded by the Civil Engineer. Top-of-slope Drainage: Positive drainage shall be established away from the top of slope. Site drainage I shall not be permitted to flow over the tops of slopes. Drainage terraces shall be constructed in compliance with the governing agency requirements and/or in I accordance with the recommendations of the Geotechnical Consultant. Non-erodible interceptor swales shall be placed at the top of cut slopes that face the same direction as the prevailing drainage. I VI. Erosion Control A. All finish cut and fill slopes shall be protected from erosion and/or planted in accordance with the I project specifications and/or landscape architect's recommendations. Such measures to protect the slope face shall be undertaken as soon as practical after completion of grading. I B. During construction, 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. I VII. Trench Excavation and Backfill Safety: The contractor shall follow all OSHA requirements for safety of trench excavations. Knowing I and following these requirements is the contractor's responsibility. All trench excavations or open cuts in excess of 5 feet in depth shall be shored or laid back. Trench excavations and open cuts exposing adverse geologic conditions may require further evaluation by the Geotechnical Consultant If a contractor fails to I provide safe access for compaction testing, backfill not tested due to safety concerns may be subject to removal. Bedding: Bedding materials shall be non-expansive and have a Sand Equivalent greater than 30. I Where permitted by the Geotechnical Consultant, the bedding materials can be densifled by jetting. Backfill: Jetting of backfill materials is generally not acceptable. Where permitted by the Geotechnical I Consultant, the bedding materials can be densified by jetting provided the backfill materials are granular, free-draining and have a Sand Equivalent greater than 30. VIII. Geotechnical Observation and Testing During Grading A. Compaction Testing: Fill shall be tested by the Geotechnical Consultant for evaluation of general compliance with the recommended compaction and moisture conditions. The tests shall be taken in the I compacted soils beneath the surface if the surficial materials 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 within 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 GEOEECHNICAL. SOUJIIONS, INC. I March 21, 2012 Page B-5 P1W 1201-02 Report No. 1201-02-B-2 if, in the opinion of the Geotechnical Consultant,, unsatisfactory conditions, such as adverse weather, excessive rock or deleterious materials 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, I and the contractor shall rectify the conditions, and if necessary, stop work until conditions are satisfactory. Frequency of Compaction Testing: The location and frequency of tests shall be at the Geotechnical I 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 materials placed. I E. Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of the compaction test locations. The contractor shall coordinate with the surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can I determine the test locations. Alternately, 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. I 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. I H. Reporting of Test Results: After completion of grading operations, the Geotechnical Consultant shall submit reports documenting their observations during construction and test results. These reports may be subject to review by the local governing agencies. ADVANCED GEOTECHNICAL. SOUJEIONS, INC. Ell 2 2 X1 Al HOMEOWNER MAINTENANCE RECOMMENDATIONS ADVANCED GEOTECHNICAL. SOWEIONS, INC. HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS Homeowners are accustomed to maintaining their homes. They expect to paint their houses periodically, replace wiring, clean out clogged plumbing, and repair roofs. Maintenance of the home site, particularly on hillsides, should be considered on the same basis or even on a more serious basis because neglect can result in serious consequences. In most cases, lot and site maintenance can be taken care of along with landscaping, and can be carried 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 damage. Wet weather is the largest cause of slope problems, particularly in California 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 carried out to assure their continued operation. As geotechnical engineers concerned with the problems of building sites in hillside developments, we offer the following list of recommended home protection measures as a guide to homeowners. Expansive Soils Some of the earth materials on site have been identified as being expansive in nature. As such, these materials are susceptible to volume changes with variations in their moisture content. These soils will swell upon the introduction of water and shrink 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 potential adverse effects of these expansive materials on the residential structures 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 structures constructed 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 into the design and construction of homeowner improvements to account for the expansive nature of the onsite soils material. Lot maintenance and landscaping should also be conducted in consideration of the expansive soil characteristics. Of primary importance is minimizing the moisture variation 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 foundations, walkways, driveways, patios, and other hardscape improvements. •• Avoiding the construction of planters adjacent to structural improvements. Alternatively, planter sides/bottoms 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 GEO1ECHNICAL SOLUJ1IONS, INC. . Utilizing landscaping schemes with vegetation that requires minimal watering. Alternatively, I watering should be done in a uniform 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 structures and providing roof gutters on all structures with downspouts installed to carry roof runoff directly into area drains or discharged well away I 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. I 4 Observation of the soil conditions around the perimeter of the structure during extremely hot/dry or unusually wet weather conditions so that modifications can be made in irrigation programs to maintain relatively constant moisture conditions. I Sulfates Homeowners should be cautioned against the import and use of certain fertilizers, soil amendments, I 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 concentrations and increase the sulfate concentrations in near-surface soils I to "moderate" or "severe" levels. In some cases, concrete improvements constructed in soils containing high levels of soluble sulfates may be affected by deterioration and loss of strength. I Water - Natural and Man Induced Water in concert with the reaction of various natural and man-made elements, can cause detrimental effects to your structure and surrounding property. Rain water and flowing water erodes and saturates the I ground and changes the engineering characteristics of the underlying earth materials upon saturation. Excessive irrigation in concert with a rainy period is commonly associated with shallow slope failures and deep seated landslides, saturation of near structure soils, local ponding of water, and transportation of I water soluble substances that are deleterious to building materials including concrete, steel, wood, and stucco. I Water interacting with the near surface and subsurface soils can initiate several other potentially detrimental phenomena other then slope stability issues. These may include expansion/contraction cycles, liquefaction potential increase, hydro-collapse of soils, ground surface settlement, earth material I consolidation, and introduction of deleterious substances. The homeowners should be made aware of the potential problems which may. develop when drainage is I altered through construction of retaining walls, swimming pools, paved walkways and patios. Ponded water, drainage over the slope face, leaking irrigation systems, over-watering or other conditions which could lead to ground saturation must be avoided. I + Before the rainy season arrives, check and clear roof drains, gutters and down spouts of all accumulated debris. Roof gutters are an important element in your arsenal against rain damage. If you do not have roof gutters and down spouts, you may elect to install them. Roofs, with their, I 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. 4 Make sure to clear surface and terrace drainage ditches, and check them frequently during the rainy season. This task is a community responsibility. 1 •• Test all drainage ditches for functioning outlet drains. This should be tested with a hose and done before the rainy season. All blockages should be removed. I ADVANCED GEOIECHNICAL. SOLUTIONS, INC. I + Check all drains at top of slopes to be sure they are clear and that water will not overflow the slope itself, causing erosion. Keep subsurface drain openings (weep-holes) clear of debris and other material which could block them in a storm. + Check for loose fill above and below your property if you live on a slope or terrace. + Monitor hoses and sprinklers. During the rainy season, little, if any, irrigation is required. Oversaturation of the ground is unnecessary, increases watering 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 drain 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 gathering 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 drains. Rather, arrange them so that water either flows off your property in a specially designed pipe or flows out into a paved driveway 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 ordinary subsurface water and cannot handle the overload from roofs during 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 debris 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 terrace 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 rid of excess water when other means of disposing of water are not readily available. Overloading these drains saturates the ground and, if located close to slopes, may cause slope failure in their vicinity. •• 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 construction, to naturally accumulate additional water from the ground during a heavy rain. Overloading them artificially during the rainy season is bad for the same reason as subsurface subdrains, and is doubly dangerous since their overflow can pose a serious health hazard. In many areas, the use of septic tanks should be discontinued as soon as sewers are made available. + Practice responsible irrigation practices and do not over-irrigate slopes. Naturally, ground cover of ice plant and other vegetation will require some moisture during the hot summer months, but during the wet season, irrigation can cause ice plant and other heavy ground cover to pull loose. This not only destroys the cover, but also starts serious 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, retaining walls, and basement walls. These walls are built to withstand the ordinary 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 H I I I I I I I I I I I I ADVANCED GEO1ECHNICAL SOLUTIONS, INC. I the wall, causing dampness and leakage inside the basement. Further, it may cause the foundation to swell up, or the water pressure could cause structural damage to walls. + Do not try to compact soil behind wails 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 sprinkler running on or near a slope, particularly during 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 driveway, 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 requiring minimal watering. It should be the responsibility of the landscape architect to provide such plants initially and of the residents to maintain such planting. Alteration of such a planting scheme is at the resident's risk. The resident is responsible for proper irrigation and for maintenance and repair of properly installed irrigation systems. Leaks should be fixed immediately. Residents must undertake a program to eliminate burrowing animals. This must be an ongoing program in order to promote slope stability. The burrowing animal control program should be conducted by a licensed exterminator and/or landscape professional with expertise in hill side maintenance. I Geotechnical Review Due to the fact that soil types may vary with depth, it is recommended that plans for the construction 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 current 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 attitude regarding hillside maintenance, and we recommend developing a "good neighbor" policy. Should conditions develop off your property, which are undesirable from indications given above, necessary action 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 of the 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 in the Geotechnical Engineering Study report apply to all future residential site improvements, and we advise that you include consultation with a qualified professional in planning, design, and construction of any improvements. Such improvements include patios, swimming pools, decks, etc., as well as building structures and all changes in the site configuration requiring earth cut or fill construction. LI I I ADVANCED GEOTECHNICAL. SOLIJEIONS, INC. I I I I I I I I I I I I 455111> CITY OF CARLSBAD CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carIsbadcagov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: New Pointe Home Project ID: CT/MS: Building Permit Plan Check Number: CB120645 Project Address: 1373 MAGNOLIA AV A.P.N 205-280-81-00 Project Applicant (Owner Name): NEW POINTE INVESTMENT 22, LLC Projeàt Description: NEW SINGLE FAMILY DWELLING Building Type: Residential I NEW DWELLING UNIT(S) 3,066 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information, (7$2ht&tt (4 Date: "//?id' 2- SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District D Vista Unified School District I D San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive I 255 Plo Pico Ave Ste 100 Carlsbad CA 92009 (760-331-5000) Vista-CA 92083 (760-726-2170) I San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt: Only) O Encinitas .Union School District 0 San Dieguito Union High School District-By Appointment Only 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 710 Encinitas Blvd. Encinitas, CA 92024 (760-753-6491) j x1166) Certification of Applicant/Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square Signature: Date: B-34 Page 1 of 2 Rev. 03109 footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE CARLSBAD UNIFIED SCHOOL DISTRICT NAME OF SCHOOL DISTRICT 6225 EL CAMJNO REAL CARLSBAD, CA 92009 DATE PHONE NUMBER 9Lo- 33 1-5000 B-34 Page 2 of 2 Rev. 03/09 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 FORM IS FOR INTERNAL OFFICE USE ONLY) DATE: 12/23/2011 SUBDIVISION, PARCEL MAP, & CONDOMINIUM NAME: MINOR SUBDIVISION NO 10-04 PARCEL NUMBER OR LEGAL DESCRIPTION: 205-280-16-00 DEPUTY: NAME: REIN ANTHONY GALEOS TELEPHONE: 619-685-2504 Digitally signed by Rein Anthony Galeos DN: cn=Rein Anthony GaleosJ'. SIGNED: Date: 2011.12.23 12:03:14 -0800 OWNER (or authorized agent): NAME: CHRIS CIREMELE TELEPHONE: 760-489-2200 ADDRESS: OWNER'S TELEPHONE (If signed by agent): FOR MAPPING USE ONLY LI URGENT REQUEST, REASON STANDARD REQUEST El HANDLE AS TIME PERMITS fJ fr.1;I.E;IsIs ALL KhUUKU5 HAVE BUM LNU HE (FORM.M-2TAPN) Page 1 of 1 4 ^A, 04h> CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Project Address: I 7 A PemiitNo.: Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to the Building Department before the permit can be issued. Building Dept. Fax (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains....................................................... t New building sewer line? .........................................................................................YesX No Numberof new roof drains? .............................................. ................................................................ Install/alter water line? ......................................................................................................................... Number of new water heaters? ................................................... ...................................................... '1 Numberof new, relocated or replaced gas outlets? .............................................. . ...................... Numberof new hose bibs? ....................................................................... . ............... ........................... V Upgrade existing panel? .........................................................................................Yes No- From Amps to Amps Number otiI jxinels or subpanels' .............................................................................................. SinglePhase ............................................................................................Number of new amperes zc' ThreePhase.............................................................................................Number of new amperes ThreePhase 480 ..................................................................................... Number of new amperes Remodel (relocate existing outlets/switches or add outlets/switches)? Yes No Number offumaces, A/C, or heat pumps' ......................................................... ................... relocated duct work? ........................................................................... Yes i" No_____ Numberof new fireplaces'................................................................................................................. Numberof new exhaust fans? ............................................................................................................. .3 Relocate/install vent? ...... ...... .............................................................................. .............. Number of new exhaust hoods? ........................................................................................................ :1. Number of new boilers or compressors? ........................................................... Number of HP ' B-18 Page 1 of 1 Rev. 03/09 - c'tifr1 ,t,2E'i TU( L7(\15 UA 69 rL w c / S '4" 9 & (ce4n 9? kJ Z ((s iryt,id --2 2i/4 • 2(A34c /%.3 MS uoac1 uoa UOQC uoQn UOQ 0 ajud 6uuu6u3 SU!UUeld 6uipjin 53uaww0, () -JAd 0N rioped 1 :xuuv :M :eajVdwl Misuci I _ N A uoipdsuj jepadS N A JeMwJOS N A jamas N A (OOt N A Y 13 V3d N A OJdV42IeaHZeH N A ail N A EUDU3 As 'ana pag was saJ/sw.ao toleaH • • Q)dV /9 2eIZeH P17 Aq PLO SdV N A L!PadX3 3 OM833MDN3 DNlallfla pa*oaddv • V -flJ 2.3 2..VS ..J l'...S S #J_.J #%."V# • 3snOH VIIONOVVY £LCI. S S AVVI1ON9VLN £LEI 9V9OIe3 - - City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-14-2012 Plan Check Revision Permit No:PCR12060 Building Inspection Request Line (760) 602-2725 Job Address: 1373 MAGNOLIA AV CBAD Permit Type: PCR Status: ISSUED Parcel No: 2052808100 Lot #: 0 Applied: 06/25/2012 Valuation: $0.00 Construction Type: NEW Entered By: RMA Reference #: . Plan Approved: 08/14/2012 PC #: C6120645 Issued: 08/14/2012 Project Title: MAGNOLIA SPEC HOME- REVISE Inspect Area: TRUSS MANUFACTURER Applicant: Owner: TYLER SANDSTROM TYLER SANDSTROM STE 230 STE 230 16880 W BERNARDO DR 16880 W BERNARD DR SAN DIEGO CA 92127 SAN DIEGO CA 92127 8582549911 , 8582549911 / Plan Check Revision Fee $145.00 Fire Expedited Plan Review $0.00 Additional Fees $0.00 Total Fees: $145.00 Total Payments To Date: $145.00 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. 4 CITY OF CARLSDD1) A PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. CA D _Original Plan Check N&C 1 Project Address /37 3 1i Aven V€ sate Contact//r Ph r6T 2C# // Fax Email Contact Address 9fo lt1' _/Y)W) O.f7esZ?O_City_47J Zip _1 7 General Scope of Work S Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: Calculations LI Soils LI Energy• LI Other__________________________ 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets (If 17O9t0. f'3 k7t19*T 5 Does this revision, in any way, alter the exterior of the project? LI Yes LI No 6 Does this revision add ANY new floor area(s)? 7. Does this revision affect any fire related issues? 8 Is this a complete set? Yes LI No LIYes F-1 No F-1 Yes F-1 No £Signature . 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/2718/2719 Fax: 760-602-8558 wwwcarlsbadca.gov EsGil Corporation In (Partners flip witfi government for(Building Safety DATE: JUNE 279 2012 n APPLICANT JURISZVI JURISDICTION: CARLSBAD U EWER U FILE PLAN CHECK NO.: 12-645 (REV. # 1) - NEW PCR 12-060 SET: I PROJECT ADDRESS: 1373 MAGNOLIA AVENUE PROJECT NAME: SFR FOR NEW POINTE COMMUNITIES INC. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted (by: ) Email: Fax #: Mail Telephone Fax In Person REMARKS: Change of truss manufacturer is under this permit. By: AL! SADRE Enclosures: EsGil Corporation E] GA DEJ DPC 6/24 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 12-645 (REV. # 1) - NEW PCR 12-060 PREPARED BY: AU SADRE DATE: JUNE 270 2012 BUILDING ADDRESS: 1373 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 Sprinklers TOTAL VALUE Jurisdiction Code 1CB IBY Ordinance Bldg. Permit Fee by Ordinance v I I Plan Check Fee by Ordinance V I $145.001 Type of Review: E Complete Review U Structural Only Ej Repetitive Fee Repeats * Based on hourly rate U Other Hourly I Hr.@* EsGil Fee $116.00 I $116.001 Comments: Sheet 1 o I macvalue.doc + IflI INDyATIVE 29970 Technology Drive, Suite 212 . •E ' STRUCTURAL Murrieta, CA 92563 ' 11ffi1 ENGINEERtUG P (951) 600-0032 "Q,idIF,ywizh pi .' F: (951) 600-0036 RFRESPONSE #2 October 3, 2012 To: Scott Jones Newpointe Communities (760) 310-2513 From: Shane Lothrop Shawn Lothrop, PE SE /i I . 627 Innovative Structural Engineering, Inc. (ISE) (_j Exp. 6/30/14. shanecinnovativestructuralenp.com (JCT Project: Magnolia Parcel 2 OF °/ cA [37 CIsbad,CA, ISE Project# 12-1666 / Sheet: 1of19 Re: Shear Wall Wi 1 & Wi 2 - Holdown Retrofit Refer to the attached details & calculations for the shear wall holdown retrofit at rear of Bedroom 4 (Wi 2) & right of Kitchen Pantry (Wi 1). 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 STH 014 holdowns. This fix is for the exact location stated above and may not be used at any other location without written 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. U UU a.. U a u a ala...... I I UI-laNaI U a a. a.. a a. a. a a. a a e IUIIIIIIUII.. a u NI UUIUUI NUSIU 1111 STONE CANYON HOA Notice of Work Scheduled in Brush Management Zone To: All Stone Canyon Homeowners and Residents From: Michael Yadrick, PCAM® CCAM® Walters Management Date: August 16, 2012 RE: Work to Commence in Brush Management Zone Attention all Stone Canyon Homeowners and Residents: Please be informed that the Board of Directors has approved Brush Tech for the required annual work in the Brush Management Zone surrounding the Stone Canyon Development. Brush Tech will start tomorrow/Friday, August 17, 2012 on or after 7:00 a.m. Weather, permitting, the project should take approximately two to three weeks. We thank you in advance for your anticipated patience with this project. Please be assured that every effort will be made to complete this work with as little inconvenience to you as possible. If you have any questions, please contact Walters Management at (760) 431-2522. a..... ecu UlUllula I SU UI U U IlaUIIUUI UIIUaUI lI Ula I UIU• IIIIIl U-I U UI•IUI•UUU a a l . a . . 4x P051 WI SWEAR 17- WALL EN. PER PLAN, TYP. WITh I40LDOUi4 EA. 2x SILL PLATE W/ SIDE OF POST PER ANCHOR BOLTS PER_ NN t1AM. RECOMMEND. SHEET SDI SLAB ON GRAPE DIAMETER PER SHEET SD -s.. N N N ,-THREADED ROD, .4301 / GRAPE C. EMBED 10" N 7 INTO FOOTING I N DRILL HOLE 4 SET _______ I.T THREADED ROD WITH ',,..,.:..' - SIMPSON SET-XP _______________ • I. ADHESIVE PER MANW. REC. ICC-ES EXTERIOR FOOTING 4 I REW-ORICING 4. PLAN I SHEET SDI Iju MN. . . HITS HOLDOUN E.& 4x POST WI SWEAR T WALL E N. PER PLAN, - SIDE POST PER MANtF. RECOMMEND. TYP. 5/5U DIAMETER THREADED ROD, 4301 GRADE C. EMBED 10' 2x SILL PLATE W/ INTO OT ANCHOR BOLTS PER SHEET SDI DRILL HOLE 4 SET THREADED ROD WITH { SLAB ON GRADE SIMPSON SET-XF PER SHEET SDI ADHESIVE PER MAMJF. RECOtIlIEND. ICC-ES ESR-2508 EXTERIOR FOOTING 4 RE*ORCING PER PLAN 4 SHEET SDI HOLDOUN RETROFIT Q, / SCALE: hl.t& -ç - .- ,, - S . ' - Sht W S INNOVATIVE 29970 Technology Drive, Suite 212 * — Ei"460NE':* STRIJCTIJ RAt Murrieta CA 92563 k ERING (951) 600 0032 (951) 600 0036 Fax '1 Woo*Her V'I flsig Per' CPC 4 . Pt L Mt o f F 4 ri3th ;f '1 ', S -uients = 14 6 Load = 4 H ft x ft/2 = 2557 ls & Load = 4 psf x ft x ft / 2 = '. 2205 lIps Load = psf x L ft x ft / 2 = 0 Its Load = psf x 4 ft x ft /2 = 0 ls Load= - psf' x ft x ft 12 = 0 ls Load = psf x L ft x ft = 0 lts - Total Seismic Load =IF *I1s -S..-- • I ' .55 • .- - 5. Load =. 1 plf plf x -1 ft /2 = 5600 lLs Load plf .x ft /2 =. 0. ls Load = . plf. x ft /2 = 0 l[s . Load = plf x ft = 0 ls r - Total Wind Load = tl- ' Il 1. F ' _5_• •• ' . •5 .5. C'C Table 23053.4 as applies Reduced by 2w/h per Seismic 5,062 14.00 362 550 3 Wind 51600 14.00 400 550 Force Iran. at WOW = 1 WOW Hght = Aspect Check - Ser nt / Pier Width = . ' . ft Aspect Ratio = 1.5 :1 ft . c H''-dO YC Shear Load at Wall H . Overturning Moment (0.T.M.) = . 21600 ft-Il, , . Resisting Moment (P.M.) = 3705 ,. ft-ft' 0.T.M,- 0.6 " R. M. . 19375 . ft-Il, Uplift = 3229 IE's Uplift from Shear Wall Above =L S • • Total Uplift = jibr, Height. Width = 4 4E.L,LrFrM4t Roof = Wall = Floor= it /2 ft ft/2 . L, Provide: 2-0516 Floor to Floor Strap wi 4x4 Post Provide: 5TH014 Foundation Holdown wi 4x4 Post , ALT: HITS L4hrrM .4 • . I PH" Total Lateral Load, V = 1 Il, lop Plat Stress = 417 plf Length of Oiaph-agm, L = 4 Jft . Top Plate Drag Length ==ft Diaphragm Stress, v = V/L = 14 plf - lop PIt Splice Load = 0 ls Lèngth of Shear Wall Lhe,.Lw =1 1'.,4 ft Provide: C516 Hardware Spacing = 13 ' O.C. " - .:' Sht W5 I'• 29970 Technology Drive, Suite 212 [ STRUCTURAL Murrieta CA 92563 ENGINEERING (951) 600 0032 (951) 600 0036 Fax v2oo u flsgn - Pr C TH F nt 5c cl La-n f F r .jmits = 4 Load rs x ft / 2 = 2857 IL's 8 Load = 44' psf x ft x ft/2 = 2205 ft's Load= psf x LI ft x : ft /2 = . .- 0 lls Load= psf x ft x ft /2 Load= psf x 0 ft x ft 12 = 0 Load= psf x ft X. ft = 0 IL's Total Seismic Load = IL's _____________ ____ _______ ____ .. •1' Load = plf x ft /2 = 5600 ft's Load = plf x ft /2 = 0 IL's Load = plf x ft /2 = 0 IL's Load = plf x n ft 0 ft's Total Wind Load = 4.&' ]Its F "Reduced L'y2w/h per CSC IaL'Ie 2305.3.4 as applies r Seismic 5,062 14.00 3e2 550 3 Wind 5,600 14.00 400 550 3 Force Iran. at WOW = N WOW HgFt = Aspect Check - Se m.nt /Pier Width = ft Aspect Ratio = 1.5 :1 ft rt .- 4 Shar Load at Wall 44 Overturning Moment (0.T.M.) =. 21600 ft-IL' . Resisting Moment (R.M.) = 3708 ft-IL' O.T.M. - 0.6 R.M. = • 19375 ft-IL' . . Uplift= 3229 ft's Uplift from Shear Wall AL'ove =L IL's Total Uplift =Ii - ft's Height. = Width = 4 4 Roof= Wall = Floor = 11/2 ft ft./ 2 . 4 Provide: 2-0516 Floor to Floor Strap-w/ 4x4 Post Provide: , 5THP14 Foundation Holdown wi 4x4 Post , ALT: HITS LNN-r r •,5'- - - Total Lateral Load, V = IL' Top Plate Stress = 417. plf Length of 0iaphragm, L =J 4 ]ft Top PlateDrg Length ={_1ft Diaphragm Stress, v = VIL = - 4 plf. , - Top Pit Splice Load 0 IL's Length of Shear Wall Line, Lw =J 1-L Jft Prbvide: C516 Hardware Spacing = 13 ' P.C. INTEGHATED O:NSTRuc1lONi SERVICES BMC 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 *..APPOVE0' -. The at aohed lio eor°' dra*ln4 or e ccattoø comply with the coltra áocumcnfor this projeot as prerared b Innovat' StruGtU Ergi1et' . Inc. (ISE) The chrGk perfc'rmOJ for general Go for nGC tO the wgn conccpt of the docUfl6t The contrat0r Is rcspQflSI for ç frr'i an and 41 rr4lQl1L 5 ng tor. and 0hiiiCS .f con ctnatM their work with afl other tiades. and perfOn"'8 their work In a safe and eat rna,Wt. The stn,GtUra' Integrity of Itevr5 shown in these shop arc W it of We 6onttaGt00 pW. flOt IS. IN ENGN KING. INC. (ISE) ( ç RECEIVED JUN 2 5 202 BMC Newpointe Communities /1373 Magnolia CITY OF CARLSBAD BUILDING DIVISION APPR0\1jr=r) 6-14-2012 BY AUG 142012 City of CARLSBAD BUILDING DEPT. 7711 W Fff PT"VI N (20) !(4) 2) (-) z U U —J 0 z (9 CO rl- C., a) E z 0 Cl) Cl) a) I- 0 all 3- 0) 0 (N ( I- a, E z 0 Roof Layout 1' his is a truss placement diagram only. [[hese 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 uilding 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 of the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 583 D'Onifrio Drive kvladison, WI 53179 -. an- M Milek® Re: 1373—MAGNOLIA—AVE 1373 Magnolia MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: P34684616 thru R34684705 My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSJiTPI 1 section 6.3 These truss designs rely on lumber values established by others. June 14,2012 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSJTFPI 1. S Job Truss Truss Type Qty Ply 1373 Magnolia R34684616 1373_MAGNOLIA_AVE Al HIP TRUSS Job Reference (optionalli BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:00 2012 Page 1 lD:cqsrS3o8O7y9gSK4COziizz7CV5-VxKM8KPBAgtUNF555lVml?cPNMGnO6v8rEjCchz6eKl I -2-0-0 I 4.5-I 8-0-0 12.8-14 17-0-0 I 21-5-2 I 29-0-0 I 29-8-15 I I 38-0-0 I 2.0-0 4.5-I 3-8.15 4414 4-5-2 4-5-2 4.8-14 3-8-15 S0ele 3,Ir.r' 485 = 3810 1.584 Ii Sara = 485 = vvn V - 25 28 30 Si 32 33 34 35 38 37 38 39 40 4id = 384 II 7am = isis = 284 7XIO Z.4 ii I 4-s-I I 8.0-0 I 12-8-14 4-5-1 3-8.15 4-8-14 I 17.0-0 4-5-2 21-5-2 4-5-2 28-0-0 I 29-8-15 34-0-0 4-8-14 3-8-55 4.5-1 Plate Offsets (X.Yt: f260-3-7.0-0-41,11070-3-7.0-0-41,11570-5-0.0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) l/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.22 15 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.76 15 >529 240 BCLL 0.0 • Rep Stress Incr NO WB 0.23 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code IBC2009lTPI2007 (Matrix) Wind(LL) 0.12 15 >999 240 Weight: 544 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.i&Btr G TOP CHORD Structural wood sheathing directly applied or 64)-0 oc puffins, except BOT CHORD 2 X 6 DF SS G 2-0-0 oc puffins (6-0-0 max.): 4-8. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=3229/0-3-8 (mm. 0-1-8), 10=3229/0-3-8 (mm. 0-1-8) Max Horz2=46(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8663/0,3-4=-8873/0,4-19=-8321/0,19-20=8323/0, 5-20=-8327/0, 5-21 =-i 1449/0, 21-22=-11 449/0, 6-22=-11 449/0, 6-23=-1 1449/0, 23-24=-1 1449/0, 7-24=-11449/0, 7-25=-8327/0, 25-26=_8323/0, 8-26=-8321/0, 8-9=-8873/0, 9-10=-8663/O BOT CHORD 2-27=0/8170, 18-27=0/8170, 18-28=0/8170, 17-28=0/8170, 17-29=0/10815, 29-30=0/10815, 16-30=0/10815, 16-31=0/10815, 31-32=0/10815, 32-33=0/10815, 15-33=0/10815,15-34=0/10815. 34-35=0/10815,35-36=0/10815,14-36=0110815, 14-37=0/10815, 37-38=0/10815, 13-38=0/10815, 13-39=0/8170, 12-39=0/8170, 12-40=0/8170.10-40=0/8170 WEBS 3-17=-75/478, 4-17=0/2230, 5-17=-289210, 5-16=0/385, 5-15=-47/794, 6-15=-575/88, 7-15=-471794,7-14=01385,7-13=-2892/0,8-13=0/2230,9-13=-75/478 NOTES 1)3-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: 2 X 6-2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc, Except member 17-42 X 4- 1 row at 0-6-0 oc, member 13-8 2 X 4- 1 row at 0-6-0 oc. 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 distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated toad of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcun'ent with any other live loads. Design assumes 4x2 (fiat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 4,20 12 , WItRNTNG - Verifj desrgn przremeder38 essdRMl) N01W ON 17118 AND 1)/ELUDED lhf11K REFRRSM7S PA GE Mr- 74TJ 1IEMRS US& I Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and is for an individual building component. I Applicability of design parameters and proper incorporation of component 'a responsibility of building designer - not truss designer. Bracing shown nil I Is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction 'a the responsibility of the I erector. Additional permanent bracing of the overallstructure is the responsibility of the building designer. For general guidance regarding i Milek fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria. 055-89 and SCSI Building Component I 7777 Greenback Lane, Suite 909 Safety Information available from truss Plate Institute, 781 N. Lee Street. Suite 312. Aleuondrto, VA 22314. If Southern Pine (SP or Slip) fumberia specified the design values are those effective 0010112012 byALSC or proposed by 5P18, citrus Heights, CA, 95810 Job Truss Truss Type Qfy Ply F1373eMargno"a R34684616 1373_MAGNOLIA_AVE Al HIP TRUSS nce (optional) BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:012012 Page 2 lD:cqsrS3o807y9gSK4COzlizz7CV5-z7ukLgPpx_?L?PglfT0?HD8a7lb07Z9l4uT18Bz6eK0 NOTES 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 32 lb up at 8-0-0, 133 lb down and 32 lb up at 1040-12, 133 lb down and 32 lb up at 12-0-12, 133 lb down and 32 lb up at 14-0-12, 133 lb down and 32 lb up at 16-0-12, 133 lb down and 32 lb up at 17-11-4, 133 lb down and 32 lb up at 19-11-4, 133 lb down and 32 lb up at 21-11-4, and 133 lb down and 32 lb up at 23-114, and 133 lb down and 32 lb up at 26-0-0 on top chord, and 1381 lb down at 8-0-0,83 lb down at 10-0-12,83 lb down at 12-0-12,83 lb down at 14-0-12,83 lb down at 16-0-12,83 lb down at 17-11-4,83 lb down at 19-11-4,83 lb down at 21 -1 1-4, and 83 lb down at 23-11-4, and 1381 lb down at 25-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber lna'ease=l .25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-4=-68, 4-8=-68, 8-11-68, 2-10=-20 Concentrated Loads (Ib) Vert: 4=133(B) 8=-133(B) 17=-721(B) 13=-721(B) 19=_133(B)20=_133(B)21=133(B) 22=-133(B) 23=-133(B) 24=133(B) 25133(B)26=133(B)2g52(B) 30e-52(B) 31_52(B) 33=-52(B) 34=-52(121) 36-52(8) 37-52(B) 38_52(B) I W1iRNTNG . VerIJ dezgn parameters =d READ NOThS ON IWIS AND INC U)DL'D MI1K REFERENCE PAW MI-747J BEFORE USE I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. I sot Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I I is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MUTk I I fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/IPIt QualIty Criteria, 058-89 and BCts BuildIng Component 7777 Greenback Lane, suite isa I I Safely Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 85810 I If Southern Pine (SP or Split) lumber is Specified, the design values are those effective 06/D$12042 by ALSC or proposed by SPIB. I Job Truss Truss Type Oty Ply 1373 Magnolia R34684617 1373_MAGNOLIA_AVE A2 Flip Truss 1 1 Job Reference (ootionalt BMC, Indio, CA -92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 1314:37:152012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-vpkllSabeHmMgzlc_TPGlsAjxWPFYPtMMt3sVdNz6eJo I I 17.0.0 24-0-0 I 28.8-15 I I I 2.0.0 5-5-1 4-8-IS 7-0-0 7-0-0 4.8-15 5-5-1 2.0.0 311r.l 458 = 3515 = 455 = Sara in is Sa In - I? or '-Ia 22 3510 = 1.504 it 3510 = 558 = 3510 = 1.50 II I 5-S-I I 5-5-1 10.0.0 4.8-IS I 17.0-0 7-0-0 I 24-0.0 7.0-0 28-8-IS 34-0-0 4-8-15 5-5-1 Plate Offsets (X.Y): 112:04-0.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.26 12 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.90 12-13 >449 240 BCLL 0.0 • Rep Stress Incr YES WB 0.31 Horz(TL) 0.24 8 n/a n/a BCDL 10.0 Code lBC2009/TPl2007 (Matrix) Wtnd(LL) 0.16 12 >999 240 Weight: 151 lb FT= 20% LUMBER BRACING TOP CHORD 2 X 4 bF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc puffins, except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins (3-4-13 max.): 4-6. WEBS 2 X 4 DF Stud 0 BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. WEBS 1 Row at mldpt 5-13,5-11 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer FIn tallation guide. REACTIONS (lb/Size) 2=1632/0-3-8 (mm. 0-1-12),8=1632/0-3-8 (mm. 0-1-12) Max Horz2=-51(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=_3799/0, 3-4=-33811/0,4-5=-31160/0. 5-6=-3160/0, 6_7=_3381/0, 7_8=_3799/0 BOT CHORD 2-19=0/3528, 15-19=0/3528, 14-15=0/3528, 14-20=0/3528, 13-20=0/3528, 13-16=0/3917, 12-16=0/3917, 12-17=0/3917, 11-17=0/3917, 11-21=0/3528, 10-21=0/3528, 10-18=0/3528, 18-22=0/3528, 8-22=0/3528 WEBS 3-13=-542/9, 4-13=0/636, 5-13=-972/0, 5-12=0/397, 5-11=-972/0, 6-11=0/636, 7-11 =542110, 3-14=0/325, 7-10=0/325 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip OOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard WARNTNG Verify dsasiijn prnrwrrden> orsdRMfl NOThS ON 37/IS AM) INCLUDED WTSK REFERENCE PAGE MTf747J BEFORE (RE. I Design valid for use only with MOck connectors. This design Is based only upon parameters shown, and Is tar an individual building Component. I Applicability of design parameters and proper incorporation at component Is responsibility of building designer- not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability durtng construction Is the responslbillity, at the I erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding i M iTek tobrtcation, quality control, storage. de5very, erection and bracing, consult ANSIITPI1 QualIty Criteria, DS11.89 and SCSI Building Component I7777 Greenback Lane, Salle iee Safely Inloresatton available ham Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified the design yslues are those effective 06/9112012 by ALSC or proposed by SPi8. Citrus Heights. CA. 85610 J S Job Truss Truss Type QIy Ply 1373 Magnolia R34884618 1373_MAGNOLIA_AVE A3 Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA-92203 7.25Os Aug 252011MiTek Industries, Inc. Wed Jun 13 14:37:182012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-zOQ9wtJdTxC8xX1TZ8Xp?ToLNLcGdcC5o_149Dhz6eJl -2-0-0 8-5-I 12-0-0 14-4-4 17.0-0 10.7.12 3-'r 27.8-I5 I I 2-0-0 6-5-1 5-8-15 2-4-4 2.7.12 2.7-12 2-4-4 5-8-15 0mm • 5:64.9 555 = 354 = 254= 5.6 ~j nue— - - -- _ 454_ -- .. I II 2510 = = 556 = 3810 = r.5s4 ii 6-5-5 12-0-0 14-4-4 19-7-12 8.8.1 5-8-15 2-4-4 5-3-8 27-6-15 >4-0-0 2-4-4 5-8-15 6-5.1 Plate Offsets (XV); [2:0-1-13.0-0.11.19:0-1.13.0-0-11 LOADING (psI) SPACING 2-0-0 CSI DEFL in (toc) 1/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.23 14-15 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -088 14-15 >459 240 BCLL 0.0 • Rep Stress Incr NO WB 0.44 Horz(TL) 0.25 9 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Wind(LL) 0.14 14-15 >999 240 Weight: 172 lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G Except TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc puffins, except 4-7: 2 X 6 DF No.2 G 2-0-0 oc purtins (3-9-13 max.): 4-7. BOT CHORD 2 X 4 DF No.1 &Btr G Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-14: 2 X 6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 DF Stud G be installed during truss erection, in accordance with Stabilizer - Installation guide. REACTIONS (lb/Size) 2=1729/0-3-8 (mm. 0-1-14),9=1776/0-3-8 (mm. 0-1-14) Max Horz2=-57(LC 6) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.30.4065/0, 3-4=-3449/0,4-5=-3209/0,5-6=-3624/0, 6-7=-3210/0,7-17=-3342/0, 8-17=-3458/0,8-18=4117/0, 9-18=4191/0 BOT CHORD 2-19=0/3777, 16-19=0/3777, 16-20=0/3777, 15-20=0/3777, 15-21=0/3618, 14-21=0/3621, 14-22=0/3632, 22-23=0/3627, 13-23=0/3622, 13-24=0/3624, 12-24=0/3624, 12-25=0/3892, 11-25=0/3892, 11-26=0/3892, 9.26=0/3892 WEBS 3-16=0/360, 3-15=-653/12, 4.15=0/757, 5-15=-957/0, 6-12=-984/0, 7-12=0/966, 8-12=-727/0, 8-11=0/373, 5-14=0/568, 6-13=-47/259 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05: 85mph; TCDL=8.4p5f; BCDL6.opsf; h=25ft; Cat. II; Exp C: enclosed; MWFRS (tow-rise): Lumber DOL1.00 plate grip DOL=1.00 150.01b AC unit toad placed on the bottom chord, 16-0-0 from left end, supported at two points, 2-0-0 apart. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. SOO LOAD CASE(S) Standard Lumber lncrease=1.25, Plate lncrease=1.25 1) RegulRegular.Li 1_Tt \rn W 074486 Uniform Loads (ptf) Vert: 1.40.68, 4-7=-68, 7-17=68,17-18=48.10-18=68, 2-9=-20 EXR 12-1-13 1 Concentrated Loads (lb) Vert: 22=-75 23=-75 Op cB5U'' June 142012 Verify daslgra pw sswerm asorriREAD NOTh15 ON 17/IS AND INCUWtfD It1JT93K RFERBNG'E PAGE Itt1/-747J BEFORE I9&f. Design valid for use only with Mllek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability at design parameters and proper Incorporation at component is responsibility of building designer - not truss designer. Bracing shown MR, is tar lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility at the erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding I MiTek fabrication, quality control, storage. delivery. erection and bracing, consult ANSliTP11 Qualify Citterfa, DSB-89 and BCSi 9uTdlrsg Component I7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 08/0112012 by ALSC or proposed by SPl8, citrus Heights, CA, 95810 S Job Truss Truss Type Qty Ply 1373 Magnolia R34684619 1373—MAGNOLIA—AVE A4 HIP TRUSS 1 1 Job Reference (optional) BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:20 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-vnYwt.AekTpOenKdxGysTZDRgFQ_o42b5RLZGIaz6eJj 7-5-1 14-0-0 18-0.0 0.0.0l 28-8-IS 34-0-0 38-0-0 I 2.0-0 7-5-1 8-8-IS 1.0.0 4.0.0 1.0-0 8-8-15 7.5-I 2-0-0 154.8 4x8 = 1.5n4 I\4- = 44 J 4*8 4.4 4*4 -- 0.8 1.5.4 II 7410 = 8*12 = 1.5.4 It 7-5-I 7-S-I 14-0-0 8-8-15 20-0.0 8-0-0 i 28-8-10 8-8-15 34-0.0 7-5-8 Plate Offsets (X.Y): 12:0-1-12.0-0-11.19:0-1-120-0-11.113:0-4-4.0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.23 11-12 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.77 13-14 >526 240 BCLL 0.0 • Rep Stress Incr NO WB 0.69 Horz(TL) 0.22 9 n/a n/a BCDL 10.0 Code 1BC2009/1P12007 (Matrix) Wind(LL) 0.12 11-12 >999 240 Weight: 155 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 SPF 2400F 2.OE *Except* 12-13:2 X 6 DF No.2 G WEBS 2X4DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-3-11 oc puffins, except 2-0-0 oc puulins (3-4-8 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTeic recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1807/0-3-8 (mm. 0-1-15),9=1854/0-3-8 (mm. 0-2-0) Max Horz2=64(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4256/0, 34=_3562/0, 4-5=-3343/0, 5-6=-3385/0, 6-7=-3345/0, 715=_3472/0, 8-15=-3558/0, 8-16=-4278/0, 9-16=-4361/0 BOT CHORD 2-17=0/3952,14-17=0/3952,14-18=0/3954,13-18=0/3957, 13-19=0/3385,19-20=0/3385, 20-21=0/3385, 12-21=0/3385, 12-22=0/4050, 11-22=0/4048, 11-23=0/4046, 9-23=0/4046 WEBS 3-14=0/313, 3-13=-728/34, 4-13=0/1062, 7-12=0/1057, 8-12=-830/39, 8-11=0/312, 5-13=-542/210, 6-12=-548/165 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 150.01b AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 2-0-0 apart. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent,with any other live loads. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-4=-68, 4_7=_68, 7-15=-68, 15-16=-78.10-16=68, 2-19=-20,19-21=-60, 9-21=-20 Concentrated Loads (lb) Vert: 19=-75 20=-75 OFESS,0 9? 0 so LU C) 074486 rn op C 14,20 12 WARNING . Vcx/ftj des/ga parwrneters and REAl) MOThS ON IWIS AND 1)/Ct UDED Mill/K REFRRE1IL'E PAGE ?ATI-747,i BEFORE USE. I Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an individual building component. I Applicability at design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown I Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbilllty, of the rvi iTek erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding fabrication, quality control, storage, detvery, erection and bracing, consult ANSI/TPI1 Qualify Criteria. DS11-89 and BCSI Building Component I ii Greenback Lane, suite ioa Safely Infermotton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, AlexandrIa, VA 22314. I cisUS Heights. CA, 95610 If Southern Pine (SP or 5Pp) lumbar is specifIed, the design values are those effective 0S/D$12012 by ALSC or proposed by SPl5. I S Job Truss Truss Type Qty Ply 1373 Magnolia R34684620 1373—MAGNOLIA—AVE A5 HIP TRUSS 1 1 Job Reference lootionahil BMC, Indio, CA -92203 7.250 s Aug 252011 MiTelt Industries, Inc. Wed Jun 13.14:37:23 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-JMD2zBgankmDeoLtc4PMs3KZdODHQMX8Jowvvz6eJg -2-0-0 7.5-I 144.0 16.0-0 16-0-n I 26.6-15 36-0-0 I 36.0-0 I 2-0-0 7.5-1 6-6-15 2-0-0 2-0-0 2-0-0 6-6-15 7-5-1 2-0-0 Sale :65.7 0-4 = 654 = 0-4= 0-4 = -- ' 3x10 ?r411 74mw s*e= Sri Ii LOADING (psf) SPACING 1-6-0 CSI DEFL in (toc) l/defl Lid TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.22 15-16 >999 360 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.67 15-16 >604 240 BCLL 0.0 • Rep Stress Incr YES WB 0.63 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.10 15-16 >999 240 PLATES GRIP MT20 197/144 Weight: 173 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2400F 2.OE *Except* TOP CHORD 4-9:2 X 4 DF No.1&Btr G BOT CHORD 2 X 6 DF No.2 0 Except 14-15:2 X 4 DF Stud G BOT CHORD WEBS 2X4DF Stud G REACTIONS (lb/size) 2=1412/0-3-8 (mm. 0-1-8), 11=1460/0-3-8 (mm. 0-1-9) Max Horz2=54(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3454/0, 3-4=-2869/0, 45=.2477/0, 5-7=-2476/0, 7-9=-2479/0, 917=_2824/0, 10-17=-2888/0,10-18=-345810, 11-18=-3522/0 GOT CHORD 2-19=0/3224, 16-19=0/3224,16-20=013224, 15-20=0/3225,15-21=012680,21-22=0/2676, 14-22=0/2674, 14_23=0/3282, 13-23=0/3282, 13-24=0/3282, 11-24=0/3282 WEBS 3-16=-3/341, 315=_742l27, 4-15=0/554. 9-14=0/498, 110-114=-765/76,110-113=4/341 Structural wood sheathing directly applied or 4-1-11 oc puffins, except 2-0-0 oc puulins (6-0-0 max.): 4-9, 6-8. Except: 1 Row at midpt 4-9 Rigid ceiling directly applied or 1113-0-0 oc bracing. [IJ NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 150.01b AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 2-0-0 apart. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live toad of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcuffent with any other live toads. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC wl 2-1 Old nails. LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (ptf) Vert: 14=-51, 4_651, 8-9=-51, 917v51, 17-18-61, 1218v_51, 2-15-15, 14_15_45, 1114_15, 6-8-51 Concentrated Loads (lb) Vert: 21=-75 22=-75 2 WARNING . Vcrflj dasign pararnegeis anr8READ NOTES ON 37/IS AND INCLUDED MITSX RRFRRBNCE PAW fitr1-747.J BEFORE (ThilE. I Design valid tar use only with Mlrek connectors. This design is based only upon parameters shown, and is loran individual building component. I Applicability at design parameters and proper incorporation of component is responsibility 01 building designer - not truss designer. Bracing shown Is for lateral support at Individual web members only. Additional temporary bracing to insure stability during construction Is the respanslbiility, at the erector. Additional permanent bracing at the overall structure is the responsibility at the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing. consult ANSIITPI1 Quality Criteria, 056-89 and BCSI Building Component I nn Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. I If Southern Pine ISP or SPp) lumberia specified, thedesign values are those effective 0810512042 by ALSC or proposed by Sl'IB, Citrus Heights. CA, 95815 4 I 3550 = 314 ii 5*12 = *55 *55 - ,s = 354 ii 3*55 = Job Truss Truss Type Qty Ply 1373 Magnolia R34684621 1373—MAGNOLIA—AVE A6 HIP TRUSS 2 1 Job Reference (ootionall UMC, India, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:28 2012 Page 1 S ID:cqsrS3o807y9gSK4COziizz7CV5-gJ1x0vktat1PW1ZEUke?LtvmBWelDyfZGt-1bVha6z6eJb I 7.5-1 14-0-0 I 17-0-0 I 20-0' 28-0-IS I 24-0.6 I I 6-8-15 3-0-0 3-0-0 6.6-15 7.5-I 2-0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT 6 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 14 7-S-I 5 I 206-0 28-0-IS I 7.11I 1!M 7.11 34-0-0 I Plate Offsets (X,Yl: 17:0-3-O.Edgel. 112:0-1-8.0-1-121.113:0-6-00-2-81 LOADING (psf) SPACING 1-5-0 CSI DEFL in (lc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 028 Vert(LL) -0.25 13-14 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 125 BC 059 Vert(TL) -0.63 13-14 >641 240 BCLL 0.0 * Rep Stress lncr YES WB 0.69 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Wind(LL) 015 13-14 >999 240 Weight: 170 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 3-8-7oc purlins. 3-6: 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 8-9-150c bracing. BOT CHORD 2 X 6 OF SS G *Except* JOINTS 1 Brace at Jt(s): 5 12-13:2 X 4 DF Stud G WEBS 2X4DF Stud G REACTIONS (lb/size) 1=1230/0-3-8 (mm. 0-1-12),9=139110-3-8 (mm. 0-1-15) Max Horzl=_229(LC 15) Max Upliftl=-286(LC 9), 9=-346(LC 12) Max Gravl=1653(LC 8), 91828(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4597/865, 2-3=-34341371, 34=-639/216, 3-5=-2190/0, 5-6=-2189/0, 4-6=-647/219,6-19=-3149/132.7-19=-3203/261, 7-8=-3509/412.8-20=4328/818, 9-20=-4610/870 BOT CHORD 1-21 =-57712834, 1-22=-936/4371, 22-23=-936/4433, 14-23=-936/4433, 14-24=_936/4434. 113-24=935/4435,113-25=-927/3847, 25-26=-92913844,12-26=-93213841. 12-27=-882/4420, 11-27=_882/4420, 11-28=-882/4420, 9-28=-882/4420, 9-29=-51 0/2709 WEBS 214=0/361, 2-13=-796/43, 3-13=0/571, 6-12=0/509, 8-12=-849/114, 8-11=-23/351 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Ii; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 150.01b AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 2-0-0 apart. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. ES Sio,, 9OF This truss is designed in accordance with the 2009 international Building Code section 2306.1 and referenced standard ANSI/TPI 1. <5) SOOA This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. <• y-'O v , ..- - 4. This truss has been designed for a total drag load of 2650 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss 0 grip to resist drag loads loads along bottom chord from 0-0-0 to 2-0-0 for 1325.0 plf. i-u 074486 Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC wl 2-10d nails. LOAD CASE(S) Standard * 12-31 1) Regular: Lumber lncrease=1.25, Plate Increase=1.25 Continued on page 2 OF 14,2012 IA WARNING . Vcrifj, das/gn pwwru'Arm rrndRlMfl HOmE ON 17/IS AND INCLUDED 8517/K REFERENCE PAGE t'flhI-747J BEFORE (188. I Design valid lot use only with MOck connectors. This design Is based only upon parameters shown, and Is loran Individual building component. I Mi Applicability of design parameters and proper Incorporation at component is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity 01 the I erector. Additional permanent bracing 01 the overall structure is the responsibility at the building designer. For general guidance regarding I MiTek I fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quanly Criteria. 059-89 and BCSI Building Component I7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Slreel, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or Split) lumberia Specified, the design values are those effective 0819112042 by ISLSC or proposed by SPIB. Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply 1373 Magnolia R34684621 1373—MAGNOLIA—AVE A6 HIP TRUSS 2 1 Job Reference (potionalil BMC, India, CA -92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Jun 13 14:37:28 2012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-gJ1x0vlcIaHPlMZEUke?LtvmBWelDylZGHbVha6z6eJb S LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-3=-48, 3-4=48, 4-6=-48, 6-19=48, Concentrated Loads (lb) Vert: 25=-75 26=-75 19-20=-58,10-20=-48,1-13=_14,12-13=-42, 9-12=-14 WARNTNG . Verify thmlgri puramaf era and READ NOTES ON TillS AND I)JCtUDRI) IflITilK REFERENCE PAGE 1hlTf-747J BEFORE GEE Design valid for use only with Mtretr connectors. This design Is based only upon parameters shown, and 4 for on Isscfetduat building component. I Applicability of design parameters and proper incorporation of component Is responsibility 01 building designer - not truss designer. Bracing shown Is for lateral support 01 Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblitity, of the erector. Additional permanent bracing 01 the overall structure Is the responsibility, of the building designer. For general guidance regarding I MiTek I fabrication. quality control storage, delIvery, erection and bracing, consult ANSI/Tnt Quatty Criteria, 059-89 and SCSI Building Component I im Greenback Lane. Suite 109 I Safely lnfermatten available from rruss Plate Institute. 781 14. lee Street. Suite 312. Alexandria. VA 22314. I If Southern Pine (SP or SPp) lumber in specified the design values are those elfectIve USD112042 by ALSC or proposed by i'is. Citrus Heights, CA, 95610 LUMBER TOP CHORD 2 X 4 SPF 2400F 2.OE Except 3-6: 2 X 4 DF No.1&Btr G BOT CHORD 2 X 6 DF SS G-Except' 12-13:2 X 4 DF Stud G WEBS 2X4DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. WEBS 1 Row at midpt 2-13 JOINTS 1 Brace at Jt(s): 5 Job Truss Truss Type Qty Ply 1373 Magnolia R34684622 1373—MAGNOLIA—AVE A7 HIP TRUSS 1 1 Job Reference (ootional) BMC, Indio, CA -92203 7.250 a Aug 252011 MiTch Industries, Inc. Wed Jun 13 14:37:312012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-4ui4exndtCn4bOy3PmY2VYOeMrIcy9xZizZ1tLBRz6eJY I 7-5-1 14-0.0 I 17.0-0 I 20-00 I 26-8-IS I 34-0.0 I 36-0-5 I 7-5-I 6-8-IS 3-0-0 3-0-0 6-8-15 7.5-I 2-0-0 Solis .IeI.4 454 = 4512 = 2:4 ii 855)Mr2sH = as = Sen = 'us;; = 21411 4512 4 LOADING (psi) SPACING 2-3-0 CSI DEFL in (lc) 1/defi Lid TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.30 13-14 >999 360 TCDL 14.0 Lumberincrease 1.25 BC 0.78 Vert(TL) -0.88 13-14 >463 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.19 9 n/a fl/a BCDL 10.0 Code lBC2009/TP12007 (Matflx-M) Wind(LL) 0.15 13-14 >999 240 PLATES GRIP MT20 197/144 MT20I-I 165/148 Weight: 170 lb .FT = 20% REACTIONS (lb/size) 1=1901/MechanIcal, 9=2129/0-3-8 (mm. 0-2-4) Max Horz I 93(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5164/0, 2-3=-4079/0, 34=-59210, 3-5=-3292/0, 5-6=-329110, 4-6=-599/0, 6-19=-4011/0, 7-19=4022/0, 7-8=-410910, 8-20=-5022/0, 9-20=-509610 BOT CHORD 1-21=0/3208, 1-22=0/4840,14-22=0/4840,14-23=0/4841, 13-23=0/4842,13-24=0/3821, 24-25=0/3817, 12-25=0/3814, 12-26=0/4765, 11-26=0/4765, 11-27=0/4765, 9-27=0/4765, 9-28=0/2897 WEBS 214=0I437, 2-13=-1296/41, 3-13=0/824, 6-12=01754, 8-12=-1215174, 8-11=0/405 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 150.01b AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 2-0-0 apart. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise Indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 1) Regular: Lumber Increase1.25, Plate Increase=1.25 Uniform Loads (p11) Vert: 1-3=-77, 34=47, 46=_76, 6-19=-76, 119-20=-86,110-20=-76,11-113=-23, 1213=_67, 912=_23 Concentrated Loads (lb) Vert: 24=-75 25=-75 Soo 03 rn 07448 M *\ /ER 12-3j J r OF 14,2012 JJJTNG . Verfij dee/gre parenred era uresdR&61) M)ThS ON 37/IS AND 1)/C UJDBD 11117/K REFERBNCE PAGE 1111747,J BEFORE 0/8E. I Wit Design valid for we only with Mifek connectors. This design Is based only upon parameters shown, and Is for on individual building component. I Applicability of 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 temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i MITk fabrication, quality control, storage, delIvery, erection and bracing, consult ANSIITPIl Quality Csffe,ta. 059-89 and SCSI Building Component I7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate institute. 781 N. Lee Sheet. Suite 312, Ateuandrta, VA 22314. I Citrus Heights, CA, 95610 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 08191/2012 by ALSC or proposed by SPIB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684623 11373-MAGNOLIA-AVE A8 HIP TRUSS 1 1 Job Reference (optionall 8MG, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:34 2012 Page 1 VNIIA7-5.1 15 16-2.8 20-0.0 28.6-15 I 4-5.0 b-g.& 6-8-15 5mm • 161.4 0s10MT20l4 = WO MT20H - 6s84- 4-12 = 0-4 it 10-12 = u.s.' == 4*12 = 0-4 ii 4-12 = 7.5-1 14-0-0 20.0-0 28-8-iS 7-5.1 6-8-IS 6-0-0 8-8.15 34-00 I 7-5-1 Plate Offsets (XV): 11:0-1-5.0-0-1).(4:0-5-5.Edgel. 15:0-5-5.Edael, 18:0-1-50-0-1 1. 111:0-2-12.0-2-01 LOADING (psi) SPACING 2-3-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.26 12-13 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.83 12-13 >491 240 MT20H 148/108 BCLL 0.0 * Rep Stress Incr NO WB 0.34 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code 1BC20091TP12007 (Matnx-M) Wind(LL) 0.14 12-13 >999 240 Weight: 175 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 2400F 2.OE Except TOP CHORD Structural wood sheathing directly applied or 3-5-130c puffins, except 4-5: 2 X 4 DF No.1&Btr 0 2-0-0 oc purtins (6-0-0 max.): 4-5. BOT CHORD 2 X 6 DF SS G Except BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. 11-12: 2 X 4 DF Stud G WEBS 1 Row at midpt 2-12,7-11, 3-6 WEBS 2 X 4 DF Stud 0 *Except* 3-6:2X6DFNo.2G REACTIONS (lb/size) 1=1763/Mechanical, 8=199010-3-8 (mm. 0-2-2) Max Horzl=-84(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4731/0, 2-3=-3620/0, 3_4=_806/0, 5-6=-80810, 6-18=-3551/0, 7-18=-3649/0, 7-19=-4596/0, 8-19=-4670/0, 4-5=-77510 BOT CHORD 1-20=0/2949,1-21=0/4430, 13-21=0/4430,13-22=0/4430,12-22=0/4431,12-23=0/3395, 23-24=0/3393,11-24=0/3388, 11-25=0/4360,10-25=0/4360,10-26=0/4360.8-26=0/4360, 8-27=0/2647 WEBS 2.13=0/440, 2-12=-1298/35, 312=0/717,8.11=0/674, 7-11=-1225I71, 7-10=0/403, 3-6=-2684/0 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL6.opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 150.01b AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points. 2-0-0 apart. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-04) wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. E sSIQ/, 9$ Refer to girder(s) for truss to truss connections. SOO '.d¼ This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at 'V 0 all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. (•) - 0 Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails.LU 074486 LOAD CASE(S) Standard P. 12-31 1) Regular. Lumber lncrease=1.25, Plate lncrease=1.25 * * Uniform Loads (plf) Vert: 1-4=-77, 5-118=-77,118-19=-86, 9.19=_77, 1.8=_23, 4.5_77 QFCp_\ Continued on page 2 e 14,2012 WARNTNG . Verb (be/gn pw-onr4erm rz,zdJlfM) NOTE6 ON 3T/18 AND INCLUDED NTSK REFERENCE PAO9 !r1Tt-7473 BEFORE UD& I Design void for use only with MOck connector's. This design is based only upon parameters shown, and is loran individual building component. I II Applicability of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiihty of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i M iTek fobslcaiiorr, quality controt, storage, delivery, erection and bracing. consult ANSIITPIS Quality Criteria, 056-89 and SCSI Building Component I i7i Greenback Lane, Suite 109 Safety Information available from Truss Plate institute. 781 N. tee Street. Suite 312. Alexandria. VA 22314. If Southern Pine (SP or SPp) lumber ia aPeciftedr the design velises are those effective 08/91/2012 by P.LSC or proposed by SRO. Citrus Heights, CA, 95610 S Job Truss Truss Type Qty Ply 1373 Magnolia R34684623 1373—MAGNOLIA—AVE AS HIP TRUSS 1 1 Job Reference (ootionall BMC, Indio, CA -92203 LOAD CASE(S) Standard Concentrated Loads (ID) Vert: 23=-75 24=-75 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:34 2012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-VTOCHypWA79fSUhd4u6I7A0AS3nwMSW9fXy?omz6eJV I PAR)ITNG •. Verify darthjrr jparztrnderu arsdJfBAD NOThS ON 3WIS AND INCLUDED MINK REf 'ERBNCII PAGE ltllf-74TJ 1IGFOIW WE. I Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and is for an individual building component. I R Applicability of design parameters and proper incorporation 01 component Is responsibility of building designer - not truss designer. Bracing shown I I Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I I fabrication, quality control storage, delivery, erection and bracing. consult ANSIJTPIT Qualify Criteria. OSB.af and BCSI BuIlding Component I 7777 Greenback Lane, Suite 109 Safety Information ovatoble from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA. 95610 I If Southern Plea (SP or SPp) lumber is specfied the design values are those effective 0810112012 by ALSC or proposed by SPIB, S S Job Truss Truss Type Qty Ply 1373 Magnolia R34684624 1373_MAGNOLIA_AVE A9 HIP TRUSS 1 1 Job Reference (ootionall BMC, Indio, CA - 92203 7.250s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:38 2012 Page 1 lO:cqsrS3o807y9gSK4COziiz7CV5-RsVzieqmikPNhorOCJ8DCb5OKsRCqHaR7qR6sfz6eJT 7-5-1 14-0-0 6-ai 194.0 ?0.0.01 28-8-15 34-0-0 I 20-0-0 7-5-1 9.8-15 1-0-0 4-0-0 1-0-0 66-15 7.5-I 2-0-0 5mm 5:65.4 450 = 4e8 = ma— 4** 4X5 i.5s4 II - rule - 4552 = 7-5-I 14-0-0 20.0.0 7.5-1 66-15 9-0-0 20-6-15 0-0 6-6-15 7-5-I Plate Offsets (XV): (1:0-1-8.0-0-11.I8:0-1-12.0-0-11. r12:o-4-4.o-3-oj LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 125 TC 093 Vert(LL) -0.23 11-12 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 078 Vert(TL) -0.78 12-13 >518 240 BCLL 0.0 • Rep Stress Incr NO WB 0.69 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code IBC2009ITPl2007 (Matrix) Wind(LL) 013 12-13 >999 240 Weight: 152 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2 X 4 SPF 2400F 2.OE Except 2-0-0oc purtins (3-4-5 max.): 3-6. 11-12:2 X 6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. WEBS 2 X 4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 1=1657/Mechanical, 8=1863/0-3-8 (mm. 0-2-0) Max Horzl=-71(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4369/0, 2-3=-3599/0, 3-4=-3377/0, 4-5=-3419/0, 5-6=-3376/0, 6-14=-3503/0, 7-14=-3589/0, 7-15=-4305/0, 8-15=-4388/0 BOT CHORD 1-16=0/4067.13-16=0/4067,13-17=0/4070,12-17=0/4072, 12-18=0/3419,18-19=0/3419, 19-20=0/3419,11-20=0/3419,11-21=0/4076,10-21=0/4073, 10-22=0/4071, 8-22=0/4071 WEBS 2-13=0/321, 2-12=-804/54,3-12=0/1069,6-11=0/1078,7-1 1=-828/39,7-10=0/31 1, 4-12=-53812114, 5-11 =-565/156 NOTES Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3)150.01b AC unit load placed on the bottom chord, 18-0-0 from left end, supported at two points, 2-0-0 apart. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. * 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 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/PI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lnci-ease=1.25 Uniform Loads (pIt) Vert: 1-3=-68, 3-6=-68, 6-14-68, 14-15=-78. 9-15-68, 1-18-20, 18-20=-60, 8-20-20 Continued on page 2 ne 14.2012 WARNTNG.- Vcriftj des Jgns pas-.0nnderm ansiR&W NOThS ON ThIS AND INCLUDED WITK RIFERB?E PAGE NII-747J BEFORE W.E. I Mu Design valid for use only with MItch connectors. This design is based only upon parameters shown, and Is loran individual building component. I Applicability of design parameters and proper Incorporation of component is responsibility at building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblility of the I erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding i MiTek tabsication, quality control, storage, detvery, erection and bracing, consult AN5liTPl1 Quality Criteria, DSB-89 and 8CSt Building Component I 7777 Greenback Lane. Suite 109 Safety Information available from Truss Pole Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. I If Southern Pine (SP or SPp) Iumberia specified, the design valuesare those effective 0819112012 by ALSC or proposed by ORB. Citrus Heights, CA. 95810 Job Truss Truss Type Qty Ply 1373 Magnolia R34684824 1373_MAGNOLIA_AVE A9 HIP TRUSS 1 1 Job Reference lootionall MC, IfldiO, CA, 92203 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 18-75 19=75 7.250 sAug 252011 MiTek Industries, Inc. Wed Jun 1314:37:362012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-RsVzieqmikPNhot0CJ8DCb5OKsRCqHaR7qR6sfz6eJT S , WARNTNG Verify dasilgvs parwas*ara vzvsdRMi) NOTES ON ThIS AND LJCtUDBD ltfItEK REFERBII1CS PAGE MU-747J B8F)RB UsE. I Design valid for we only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I Is for lateral support of indtvidval web members only. Additional temporary bracing to Insure stability during construction Is the rosponsibiiiflty, at the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i M ilek fabrication. quality control, storage, deiivery, erection and bracing, consult ANSIITPI1 Quality Crfteslss. DSB-89 and BCSI Building Component I TT Greenback lane, Suite lOB Safety InformatIon avotoble from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I citrus Heights. CA, 95810 If Southern Pine (SP or SPp) lumber is apecified, the design Values are those effective 00112012 by ALSC or proposed by SPIB. I S Job russ Truss Type CityPly 1373 Magnolia R34684625 11373—MAGNOLIA—AVEIT 110 NIP TRUSS 1 1 Job Reference (ootionall BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, inc. Wed Jun 13 14:37:04 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-Niat_iShEvNwstOsKbZivrm_8zTmKtdkmshPkVz6eJz 6-5-I 12-0-0 14-4-4 I 0.0 I 19-7-12 27-6-15 34-0-0 I 6-5-I 5-8-15 2-4-4 2.7.12 2-7-12 5-8-15 6-5-1 5t..I:6l.5 5.5= 354 = 54 = 556 1.5*411 3*10w 710 5a0= 3*50= 1.5.4ll I 6.6.5 I 12-0-0 I 14-4-4 I 19-7-12 I 270-0 8.5.1 5-8-15 2-4-4 5-3-8 2-4-4 I 27.8-IS 34-0-0 I 5-8-IS 6-5-I Plate Offsets (X.Y): I1:0-0-3.Edpel. (8:0-0-3.Edgej LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.24 13-14 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.91 13-14 >447 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.25 8 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix) Wind(LL) 0.15 13-14 >999 240 Weight: 169 lb FT e 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr 13 Except TOP CHORD Structural wood sheathing directly applied or 2-7-90c purlins, except 3-6: 2 X 6 OF No.2 G 2-0-00c purlins (3-9-8 max.): 3-6. BOT CHORD 2 X 4 OF No.1 &Btr 13 Except BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. 12-13: 2 X 6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2 X 4 OF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1575/Mechanical, 8=1778/0-3-8 (mm. 0-1-14) Max Horzl=-64(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4186/0,2-3=-3489/0, 3-4=-3245/0,4-5=_3650/0' 5-6=-3217/0,6-16=-338110, 7-16=-3465/0, 7-17=4122/0, 8-17=4196/0 BOT CHORD 1-18=013g02, 15-18=0/3902,15-19=0/3902,14-19=0/3902,14-20=0/3644, 13-20=0/3647, 13-21=0/3657. 21-22=0/3653,12-22=0/3648. 12-23=0/3650, 11-23=0/3650. 11-24=0/3897, 10-24=0/3897, 10-25=0/3897, 8-25=0/3897 WEBS 2-15=0/370, 2-14=-701/34, 3-14=0/761, 4-14=-942/0, 5-11 =-1 021/0, 6-11=0/990, 7-11 =-726/0, 7-10=0/373, 4-13=0/566, 5-12=43/263 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDLe8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 150.01b AC unit load placed on the bottom chord, 16-0-0 from left end, supported at two points, 2-0-0 apart. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) puulins at oc spacing indicated, fastened to truss TC w/ 2-1a nails. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (ptf) Vert: 1-3=-68, 3-6=-68, 6.16=_68, 16-17=-78, 9.17=_68, 18=20 Continued on page 2 çOFESSI0 ço soo U-074486 \ EA OF- 14,2012 WAPJJTNG•. Vcs-If d&grs pararnedor'ra and R(MO NOThS ON ThIS AND INCLUDED MIThK REFP.RB=E PA 06 frlf1-747J 8ffFORB W.2 I 'Iii Design valid for use only with MiTek connectors, this design Is based only upon parameters shown. and Is loran Individual building component. I Applicability of design parameters and proper incorporation of component Is responsibility at building designer -not truss designer. Bracing shown I is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I erector. Additional permanent bracing 01 the overall structure is the responsibility of the butdlng designer. For general guidance regarding I MiTek* fabrication, quality control, storage. derruery, erection and bracing, consult ANSI/TPIS Quality Criteria, 056-69 and SCSI Building Component I 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (SP or Spit) lumber is specified, the design values are those effective 0810112042 by ALSC or proposed by SPt8. Citrus Heights, CA. 95810 Truss Truss Type Qty Ply 1373 Magnolia r,37 ~MIGIOUA_IVE R34684625 A10 HIP TRUSS 1 1 Job Reference (ostionalt Industri BMC, Indlo, CA, 92203 7.250 s Aug 25 2011 MiTek es, Inc. Wed Jun 13 14:37:04 2012 Page 2 S ID:cqsrS3oB07y9gSK4COziizz7CV5-Niat_iShEvNwstOsKbzivrrn_8zTmKtdkmahPkVz6eJz LOAD CASE(S) Standard Concentrated Loads (ID) Vert: 21=-75 22=-75 S IA WARNTNG . Verify design pwomeiees rzndRMD NOThS ON ThIS AND INCLUDED a1iI1T3K REFERENCE PAGE MT!-747J I1EFORE US8 I I Design valid tar use only with Mlrek connectors. This design is based only upon parameters shown, and Is loran Individual building component. I Idt I Applicability of design parameters and proper incorporation at component Is responsibility of building designer not truss designer. Bracing shown I I is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the resporraiblitity of the Mflek I I erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding I I fabrication, quality control, storage, delivery, erection and bracing, consult ANSt/fPI1 Quality Criteria, 056-89 and BCSt Building Component 7777 Greenback Lane, Suite 109 I I Solely Information available from Truss Plate Institute. 7ai N. Lee Street, Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 95610 I If Southern Pine ISP or SPp) lumber is specified, the desIgn values are those effective 0510112012 by ALSC or proposed by SPIB, S Job Truss Truss Type Qty Ply 1373 Magnolia R34684626 1373—MAGNOLIA—AVE All HIP TRUSS 1 Job Reference (optional) BMC, Indio, CA - 92203 -- 7.250s Aug 25 2011 MiTeic Industries, Inc. Wed Jun 13 14:37:07 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-nHF?UaXqiIJjK7R?j7PXUOX8AU9XGtASqw4Lqz6eJw I 10-0-0 11.0-0 24-0-0 28-8-15 >5-0-0 >5'0- 5-5-I 4-8-IS 7.0-0 7.0-0 4-8-15 5-5-I 2.0-0 S.I. • - I.5s4 ii 3515 = 3510 = 0-8 = 3515 = 1.5s4 ii S 5-5-I 10-0-0 17.0.0 5-5-1 4.8-15 1-0.0 24-0.0 7-0-4 28-8-15 1450-0 4.8-IS 5.5.5 Plate Offsets (X.Y): 111:0-4-0.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.27 11 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.94 11-12 >432 240 BCLL 0.0 * Rep Stress Incr NO WB 0.31 Horz(TL) 0.25 7 n/a n/a BCDL 10.0 Code IBC2009ITPl2007 (Matrix) Wnd(LL) 0.16 11 >999 240 Weight: 148 lb FT= 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-70c purtins, except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-00c purtins (3-4-0 max.): 3-5. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS I Row at mldpt 4-12.4-10 Tek recommends that Stabilizers and required cross bracing installed during truss erection, In accordance with Stabilizer Fln, tallation guide. REACTIONS (lb/size) 1=1493/Mechanical, 7=1700/0-3-8 (mm. 0-1-13) Max Hors 1=-58(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 12=_3986/0, 2-3=-348210, 3-4=-3252/0, 4-5°-3267/0, 5-14=-3407/0, 6-14=-3503/0, 6-15=-3916/0, 7-15°-3983/0 BOT CHORD 1-16=0/3716, 13-16=0/3716, 13-17=0/3716, 12-17=0/3716, 12-18=0/4020, 11-18=0/4020, 11-19=0/4020,10-19=0/4020,10-20=0/3700. 9-20=0/3700, 9-21=0/3700, 7-21=0/3700 WEBS 212e593I35, 3-12=0/664, 4-12=-989/0, 4-11=0/397, 4-10=-966/0, 5-10=0/653, 6-10=-579/8, 2-13=0/337, 6-9=0/326 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.Opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. • This truss has been designed for a live toad of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) puilins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 1) Regular. Lumber Incl'ease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3=-68, 3-5-68, 5-14=-68, 14-15=-78, 8-15-68, 1-7=-20 IA WARNTNG 0 Vcrifj d/gn paremnlerm and READ NOTES ON ThuS AND I)JCUWBD ItETEK REFPJZBWB PAGE tilfi-747J BEFORE US& I eeree Design valid for use only with Mitch connectors. This design is based only upon parameters shown, and is loran individual building component. I Applicability 01 design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I is tar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I i erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding i M iTek tabrtcotion, quality control, storage, deilvery, erection and bracing, consult ANSI/TPIJ Quality Criteria, DSS-89 and SCSI Sufldtng Component I 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I CQIUS Heights, CA, 95810 I If Southern Pine (SP or SPp) lumber is 8PCCifl0dr the design values are those effective 08181/2012 by ALSC or proposed by SPIB. I Job Truss Truss Type Oty Ply 1373 Magnolia R34684627 1373_MAGNOLIA_AVE Al2 NIP TRUSS 1 Job Reference (optignalt 8MG, India, CA -92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 1314:37:122012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-8E3ufRYjMMNnp5?PoHibEX5Sr8M8CXYvc5drO2z6eJr 4-5-1 I I 12-6-14 17.0.0 21-5-2 I 20.0.8 29.6-15 34.0-0 I I 4-5-I 3-8-15 4.6.14 4-5-2 4-5-2 4.8.14 3-8-15 4-5-I 2.0-0 5m1a.I:65.7 = 4.00 fl3 3-to= 1.3-4 II 3-In = 4.0 = 20 31 32 33 34 35 38 - 37 30 - 30 40 3-tO = 3-4 II 715 = 3-4 II irIs =214 11 7.10 = 3-4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.24 14 >999 360 TCDL 14.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.82 14 >492 240 BCLL 0.0 • Rep Stress Incr NO WB 0.25 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code 1BC200911P12007 (Matrix) Wind(LL) 0.15 14 >999 240 PLATES GRIP MT20 220/195 Weight: 535 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD BOT CHORD 2X6DFSSG WEBS 2 X 4 OF Stud G BOT CHORD REACTIONS (lb/size) 1 =3201/Mechanical, 9=3478/0-3-8 (mm. 0-1-8) Max Horz 1=-55(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9317/0,2-3=-9422/0,3-18=-8875/0.18-19=-8877/0, 4_19=.8881/0, Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. Rigid ceiling directly applied or 10-0-00c bracing. 4-20=.-12278/0, 20-21=-12278/0, 5_21=.i 2278/0, 5-22=-12278/0, 22-23=-1 2278/0, 6-23=-12278/0, 6-24=-9020/0, 24-25=-9015/0, 7-25=-9014/0, 7-8=-9615/0, 8.26=9337/0, 9-26=-9399/0 BOT CHORD 1-27=0/8810.17-27=0/8810,17-28=0/881 0, 16-28=018810,16-29=0/1 1520, 29-30=0/11520, 15-30=0/11520, 15-31=0/11520, 31-32=0/11520, 32-33=0/11520, 14-33=0/11520,14-34=0/1 1766, 34-35=0/11766. 35-36=0/11766,13-38=0/1 1766, 13-37=0/11766, 37-38=0/11766, 12-38=0/11766, 12-39=0/8866, 11-39=0/8866, 11-40=0/8866, 9-40=0/8866 WEBS 2-16=-264/413, 3-16=0/1698, 4-16=-3050/0, 4-15=0/383, 4-14=0/925, 5-14=-576/88, 6-14=-380/654,6-113=0/467, 6-12=-3184143.7-12=0/2434. 8-12=-139/487, 8-11=-274/109 NOTES 1)3-ply truss lobe 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: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc, Except member 16-32 X 4- 1 row at 0-6-0 oc, member 12-72 X 4- 1 row at 0-6-0 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 distribute only loads noted as (F) or (B), unless otherwise indicated. FES' Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS Lumber DOL=1.00 ?' 'O (low-rise); plate <c)) SOOA, grip DOL=1.00 < V Provide adequate drainage to prevent water ponding. CO This truss has been designed fore 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 • 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 2-0-0 wide w 074486 '-" will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. EXP. 12- 1-13 Refer to girder(s) for truss to truss connections. * * This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - This truss has been designed for a moving concentrated load of 250.0Ib live and 5.01b dead located at all mid panels and at all panel IV.. points along the Bottom Chord, nonconcurrent with any other live loads. 4x2 (flat orientation) puilins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. OF C June 14,2012 WJIRNTNG . Y&fj design parwnafel30 and RfiW NOThS ON THIS AND 1)/ELUDED MI1K RPFPJZEME PAGE MU-7473 BEFORE iI Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and 6 tar an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is to, lateral support at individual web members only. Additional temporary bracing to insure stablity, during construction Is the responsibillity, at the erector. Additional permanent bracing at the overall structure is the responsibility at the building designer. For general guidance regarding MITk fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/Tnt Quality Criteria, 059-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Intormaflen available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. I Citrus HeIghts, CA. 95610 If Southern Pine (Sp or SPp) lumberia specified, the design values are those effective 05(01/2012 byAL5C or proposed by SPIB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684627 1373—MAGNOLIA—AVE Al2 HIP TRUSS 1 Job Reference (optional) BMC, Indio, CA , 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 1314:37:122012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-8E3ufRYjMMNnp5?PoHibEX5Sr8M8CXYvc5dr02z6eJr NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 880 lb down and 77 lb up at 8-0-0, 133 lb down and 32 lb up at 10-0-12, 133 lb down and 32 lb up at 12-0-12,133 lb down and 32 lb up at 14-0-12,133 lb down and 32 lb up at 16-0-12, 133 lb down and 32 lb up at 17-114, 136 lb down and 33 lb up at 19-111-4,136 lb down and 33 lb up at 21-2-12, 136 lb down and 33 lb up at 21-114, and 136 lb down and 33 lb up at 23-114, and 136 lb down and 33 lb up at 26-0-0 on top chord, and 85 lb down at 8-0-12, 83 lb down at 10-0-12, 83 lb down at 12-0-12, 83 lb down at 14-0-12, 83 lb down at 16-0-12, 83 lb down at 17-11-4, 85 lb down at 19-11-4, 85 lb down at 21-2-12,85 lb down at 21-11-4, and 85 lb down at 23-114, and 1415 lb down at 25-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber lnQease11.25, Plate lncrease=1.25 Uniform Loads (pif) Vert: 13e68, 37e68, 726=78, 10-26=-68, 1-9=-20 Concentrated Loads (ID) Vert: 3=_840(F) 7=-136(F) 16=-56(F) 13=-56(F)6=-136(F) 12=-767(F) 18=-133(1`) 19=-1 33(F) 20=-1 33(F) 21133(F) 22133(F) 23136(F) 24_136(F) 25-136(F) 29-52(F) 30e52(F) 31_52(F) 3352(F) 34=-52(F) 36=-56(F) 37-56(F) 38=-56(F) I a WARMNG Vcrift d&grs pwwrwirrm ansëLRMD NOTES ON MIS AND DJCLVDRD II117EK REF2RE?IE P4O Mrf-747J BEFORE USE. Design valid for use only with Mlrek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to insure stability during Construction is the responribillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTk I fabrication, quality control, storage, delivery, erection and bracing, consult ANStITPl1 Quality CriterIa. DSB-89 and BCSI Building Component t 7777 Greenback Lane, Suite 109 I I Safety Inlosmatton available from Truss Plate institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If Southern Pine (SP or SPp) lumber is specified tho design values are those effective O8/D1!2012 by ALSC or proposed by SPIL Citrus Heights, CA, 95610 S Job Truss Truss Typo Oly Ply 1373 Magnolia R34684628 1373—MAGNOLIA—AVE 81 Half Hip Truss 1 Job Reference (optional) BMC, Indio, CA -92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:37 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-v23Lv_rOT2XEJxQCl1fSlpegNGsMZqdbMUBfO5z6eJS fl-- l5-8 2-0-0 5-3-0 2-9-0 3-10-0 S.I. • I30.0 0-4 = 8-4 = 354 II LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) I/den Ud TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.07 2-8 >999 360 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.14 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code 16C2009/1P12007 (Matrix) Wind(LL) 0.01 8 >999 240 PLATES GRIP MT20 220/195 Weight: 165 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, except BOT CHORD 2 X 6 OF No.2 G end verticals, and 2-0-00c purlins (6-0-0 max.): 4-6. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - JOINTS 1 Brace at Jt(s): 6 REACTIONS (lb/size) 7=1689/Mechanical, 2=143510-3-8 (mm. 0-1-8) Max Horz2=95(LC 5) FORCES (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3364/0, 34=3292/0, 49=4081/0, 59=3082/0, 6-7=-298136 BOT CHORD 2-12=0/3170, 8-12=013170, 8-13=012034, 13-i4=0/2034,14-15=0/2034.15-16=0/2034, 7-16=012034 WEBS 5-8=0/1632, 5-7=-221710, 4-8=0/933 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: 2 X 6-2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc. 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 distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL8.4p5f; BCDL=6.opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise): Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and stall panel points along the Bottom Chord, nonconcurrenl with any other live loads. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 32 lb up at 8-0-0, 133 lb down and 32 lb up at 10-0-12, 133 lb down and 32 lb up at 11-7-12, and 133 lb down and 32 lb up at 13-2-12, and 133 lb down and 32 lb up at 15-2-12 on lop chord, and 1381 lb down at 8-0-0, 83 lb down at 10-0-12, 83 lb down at 11-7-12, and 83 lb down at 13-2-12, and 83 lb down at 15-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 5oFESS, Soo AZY G) gal June 14,2012 I A WARNTNQ . Vcrlftj de.a/gn pw'cimrid era szsodR/MI) MOThS ON 17/IS AND 0/17URSED MIllIE REFRREE PAGE M117473 BEFORE USE Mu Design valid for use only with MItch connectors. This design is based only upon parameters shown, and is loran Individual building component. Applicability at design parameters and proper Incorporation of component is responsibility 01 building designer - not truss designer. Bracing shown I Is for lateral support at Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity at the I erector. Additional permanent bracing at the overall structure Is the responsibility 01 the building designer. For general guidance regarding MiTek I fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPIr Quality Criteria, DSB-89 and BCSI Building Component I7777 Greenback Lane. Suite 108 I Satoty InformatIon avaloble from Truss Plate Institute. 781 N. lee Sheet. Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, otieio I If Southern Pine ISP or 5Pp) lumber is specified, the design value are those effective 0619112012 by ALSC or proposed by SPIB, I S Job Truss Truss Type Qty Ply 1373 Magnolia R34684628 1373—MAGNOLIA—AVE BI Half Hip Truss 1 Job Referenoe loobonall BMC, Indio, CA - 92203 7.250 sAug 252011 MiTek Industrtes, Inc. Wed Jun 1314:37:372012 Page 2 lD:cqsrS3o807y9gSK4COziizz7CV5-v23Lv_rOT2XEJxQCl1fSlpegNGsMZqdbMUBfO5z6eJS LOAD CASE(S) Standard 1) Regular: Lumber lncreasee11.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-4=-68, 4-6=-68, 2-7=-20 Concentrated Loads (Ib) Van: 4e-133(B) 8e-721(B) 5=-133(B) 9=-133(B) 10=-133(121) 11=-133(B) 13=-52(B) 14=-52(B) 15=-52(B) 16=-52(B) WARNING 'Verif design pararrdeym arodRMD M)ThE ON ThiS M4D INCLUDED MIThK REFERENCE PAGE Iit1I-74TJ BEFORE USE. I Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. I Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I MiTek fabrication, quality control, storage. delivery. erection and bracing, consult ANSh/TPI1 Quality Criteria. DSO-89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alenandrta, VA 22314. I Citrus Heights, CA, 95810 If Southern Pine (SPar SPp) lumber is specified the design values are those effective 0810,10112 by ALSC or proposed by SPIB. I S S Job Truss Truss Type Qty Ply 1373 Magnolia R34684629 1373-MAGNOLIA-AVE 82 Hip Truss 1 1 Job Reference (optionall BMC, Indio, CA - 92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:39 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-rRB5Kgte?fnyZFabtRhwqEjl z4QA1 mJupogmT_z6eJQ .2.0.0 8.4.14 10-0-0 13.3-8 15.11-8 2-0-0 6.4-14 3-7.2 3-3-8 2-8.0 srele • 5.30.5 454 = 6.5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.36 2-9 >516 360 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.74 2-9 >253 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 2-9 >999 240 Weight: 75 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-30c putlins, except 801 CHORD 2 X 4 DF No.1 &Btr G end verticals, and 2-0-00c purhins (6-0-0 max.): 4-5. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installalion guide. REACTIONS (lb/size) 2=849/0-3-8 (mm. 0-1-8), 7=679/Mechanical Max Horz2=99(LC 5) Max Uplift2=-26(LC 3) FORCES (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-134310, 3-4=-907/0, 4_5=_814/0, 5-6=-465/0, 6-7=-632/0 BOT CHORD 2-10=0/1210, 9-10=0/1210,9-11=0/443, 811=0/443 WEBS 3-9=-455/51, 5-9=0/554,5-8=-43810, 6-8=0/585 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01110 live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ( OFESSo Soo UJI ,P L486 ) - ztx. 13L3113 - OF C 4,20 12 IA WARNTNG' Verify (Iarlgrs pwwtndera arid N/MD NOM ON 77/IS AND INCtVVEI) 111177K REFERENCE PAGE 1t1T1-7471 BEFORS WE. I Design valid for use only with Mllek connectors. This design Is based only upon parameters shown, and is tar an Individual building component. I 1111 Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ' Is tar lateral support of Individual web members only. Additional temporary bracing to insure stabitty during construction Is the responsibility at the I erector. Additional permanent bracing of the overall structure Is the responsibility, of the building designer. For general guidance regarding I M ilek I fabrIcation, quality control, storage, delivery, erection and bracing, consult ANSI/IPIl Qualify Criteria. 055-89 and SCSI Building Component I 7777 Greenback Lane, Suite 169 I Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. I 11 Southern Pine ISP or SPp) lumber is specified, the design values are those effective 0801/2012 by ALSC or proposed by SP1B. Citrus Heights, CA, Job Truss Truss Type Qty Ply 1373 Magnolia R34684630 1373—MAGNOLIA—AVE 63 Common Truss 2 1 Job Reference lootionalt BMC, India, CA -92203 7.250 SAU9 252011 MiTek Industries, Inc. Wed Jun 1314:37:392012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-rRB5Kgte?fnyZFabtRhwqEjug4SP1ixupogmT_z6eJQ I 6-2.15 I 11-7-12 15.11-a 2.0.0 6.2-IS 5.4.13 4-3.12 Sole 218.1 186= F 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 lncr YES Code lBC2009ITPl2007 CSI TC 0.99 BC 0.81 WB 0.40 (Matrix) DEFL in (lc) I/deE L/d Vert(LL) -0.26 2-7 >735 360 Vert(TL) -0.46 2-7 >413 240 Horz(TL) 0.03 6 n/a n/s Wind(LL) 0.02 2-7 >999 240 PLATES GRIP MT20 220/195 Weight: 70 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc puffins, except BOT CHORD 2 X 4 OF No.1&Btr G end verticals. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0.00c bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=849/0-3-8 (mm. 0-1-8), 8=679/Mechanical Max Horz2o105(LC 5) Max Uplift2e.23(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1398/0, 3-4=-1070/0 BOT CHORD 2-8=0/1263, 7-8=0/1263, 7-9=0/551, 8-9=0/551 WEBS 3-7=436/62, 4-7=01723, 4-6=-677/1 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (tow-rise); Lumber DOL=1.00 plate grip OOL=1.00 This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 OFESS/ Soo 448 M - EX 241-13 OF 12 IA WARNTNG Yerifij €Lar/gn parameters and READ NOTES ON IRIS AND INCLUDED MITEK REFERENCE PAGE flfl'r-747J BGFORE VER I I Design solid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. I Applicability at design parameters and proper incorporation of Component is responsibility of building designer - not truss designer. Bracing shown Bet i Is for lateral support at Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding i M iTek I I fabrication, quality control, storage. delivery. erection and bracing, consult AN5lfTPl1 Quality Criteria, 056-89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 I Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. CItrus Heights, CA, 95810 If Southern pipe (SP or SPp) lumber is SpeCified1 the design wjlueo are those effective 08/9112012 by ALSC or proposed by SPIB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684631 1373_MAGNOLIA_AVE B4 Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:40 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-KdllJX0uHmzvpAP8nR9D9MRGE1 Ur0m9s12SPJ?Qz6eJP .2-0.0 I 8-0-5 12.0-8 I hhl 2-0-0 e-0-9 5-2-7 0-9-8 3-11-0 S.I. • 131.3 Jan 3*4 11 8-0-8 8-0-9 11-3-0 12-0-8 I 5-2-7 0-9-8 3-11.0 Plate Offsets (X.Y): 12:0-2-12.0-1-81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.11 2-10 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.21 2-10 >890 240 BCLL 0.0 Rep Stress lncr YES WE 0.42 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code 1BC2009/TPl2007 (Matrix) Wind(LL) 0.03 9-10 >999 240 Weight: 76 lb 'FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing, Except: 6-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=849/0-3-8 (mm. 0-1-8), 7=679/Mechanical Max Horz2=103(LC 5) Max Uplift2=24(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=1453/0, 3-4=-69210, 4_5=590/0, 5-6=-637/0, 6-7=-669/0 BOT CHORD 2-11=0/1313, 1011=0/1313, 10-12=0(1313, 9-12=0/1313,9-13=0/590, 8-13=0/590 WEBS 3-10=0/383, 3-9=-794/0. 4-9=0/408. 5-8=256/48, 6-8=0/696 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard W.ARNTNO . Vcrifj design parameters and READ 1407818 ON ThflS AND INCLUDED OTJThK REFERB&CE PAGE 1411-7473 BEFORE (181B Design valid for use only with Mtrek connectors. This design is based only upon parameters shown, and is loran individual building component. I sot Applicability at design parameters and proper incorporation at component is responsibility of building designer- not truss designer. Bracing shown I Is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the resporrsibltity of the I erector. Additional permanent bracing 01 the overall structure is the responsibrty, of the building designer. For general guidance regarding i MiTek fabrication. quality control. storage, delivery. erection and bracing, consult AN5tfTPu1 Quality Criteria, DSB-89 and BCSI Building Component I 7777 Greenback Lune, Suite 109 Solely IrsIemsatiors ovatabte tram Truss Plate institute. 781 N. Lee Street. Suite 31 2. Alexandria, VA 22314. I Citrus Heights, CA. 95810 If Southern Pine (SP or 5Pp) lumber a specified, the design values are those effective 0810112042 by l'iLSC or proposed by SPIB. Job Truss Truss Type City Ply 1373 Magnolia R34684632 [Job 1373—MAGNOLIA—AVE 85 Hip Truss 1 1 Reference (optional) BMC, Indio, CA -92203 7.250 s Aug 252011 MiTelc Industries, Inc. Wed Jun 1314:37:422012 Page 1 IO:cqsrS3o807y9gSK4COziizz7CV5-G0tEyhvXHa9XQjlAYaFdSsLZmHT?E6IKVmuQ4Iz6eJN 2 -0-0 2-0-0 5-6-7 3-8-9 4-9-8 1-11.0 Owl. • 1:30,5 run = rue = LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) tldefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.30 2-9 >620 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.59 2-9 >321 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Wind(LL) 0.02 2-9 >999 240 Weight: 75 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-15oc purlins, except BOT CHORD 2 X 4 OF No.1&Btr G end verticals, and 2-0-0oc puffins (6-0-0 max.): 4-5. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=849/0-3-8 (mm. 0-1-8),7=679/Mechanical Max Horz2=97(LC 5) Max Uplift2=_27(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1406/O, 3-4=.1 0091O.'4-5=-92210, 56=373/0, 6-7=-654/0 BOT CHORD 2_10=0/1276, 9-10=0/1276, 9-11=0/384, 8-11=0/384 WEBS 3-9=-392/46, 5-9=0/641, 5-8=506/10,64=0/648 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; he25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live toad of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0Ib live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC WI 2-10d nails. LOAD CASE(S) Standard 2 WARNTNG . Verlftj d&gns parwrrrm orredREAD NOTES ON ThIS AND I)ICUJDE1) lfffl'BK REFERENCE PA GE fdlf747J BEFORE WE. Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and is tar on individual building component. I Applicability of design parameters and proper incorporation of Component is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblility, at the I erector. Additional permanent bracing at the overall structure Is the resporroibtity, at the building designer. For general guidance regarding i Mulek I tobrtcation, quality control storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component I Greenback Lane. Suite 109 I Safety InformatIon ovotable tram Truss Plote Institute. 781 N. lee Street. Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 85610 If Southern Pine (SP or SPp) lumber is apcifled, the desiga values are those effective 08101/20.1 2 by (eLSE or proposed by SPIB, I Job Truss Truss Type Qty Ply 1373 Magnolia R34684633 1 1373-MAGNOLIA-AVE Be Hip Truss 1 Job Reference (oolionall BMC. 10010, CA -92203,; 7.250 s May 11 2011 MiTek Industries, Inc. Thu Jun 14 07:17:38 2012 P8981 lD:cqsrS3o807y9gSK4COziizz7CV5-JbTlpb?w6q9q17BAF_DNBZCTa19AOQGDZzC8qrz6Pfx -2-0-0 7-3-0 11-7-12 16-0-8 23-3-8 2-0-0 7-3-0 4-4-12 4-4-1 2 7-3-0 Scale = 1:42.8 QUALIFIED 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. 06 3x10 = 4x8 = 10 1 12 13 400 - 14 - 15 16 17 18 19 20 4x8 = 3x4 = 7x10 = 304 = LOADING (ps SPACING 2-0-0 CSI DEFL In (l c) 1/defi Ud TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.13 8 >999 360 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.41 8 >679 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Wlnd(LL) 0.06 8 >999 240 PLATES GRIP MT20 220/195 Weight: 212 lb FT = 20% LUMBER BRACING TOPCI-tORD 2X4DFNo.1&BtrG TOPCHORD BOTCHORD 2X6DFSSG WEBS 2X4DFStudG BOTCHORD REACTIONS (lb/Size) 6=2115/0-3-8 (mm. 0-1-8),2=2279/G-3-8 (mm. 0-1-8) Max Harz 2=149(LC 14) Max Uplift 29(LC 9) Max Gray 6=2332(LC 7), 2=2495(LC B) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6633/0, 310=5661/0, 10-11=-5606/0, 4-11=-5630/0, 412=5672/0, 1213=5647/0, 5-13=-5715/0, 5-6=-6689/0 BOTCHORD 2-14=0/6141, 9-14=0/6141, 9-15=0/7196, 1516=0f7196, 8-16=0/7196, 8-17=0/7196, 17-18=0/7196, 7-18=0/7196, 7-19=-23/6439,19-20=-2316439, 6-20=0/6439 WEBS 3-9=0/1409,4-9=1421/91,4-8=0/453,4-7=-1402/97,5-7=011411 Structural wood Sheathing directly applied or 5-3-4 oc puffins, except 2-0-00c puffins (5-11-7 max.): 3-5. Rigid ceiling directly applied or 1O-0-00c bracing. NOTES 2-ply truss lobe 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: 2 X 6-2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 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 distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=258; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 2. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 21-3-8 to 23-3-8 for 800.1 plf. Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ILIoWA u U RI0 .Vcrfij digrr pwenm(els szndRMI2 MOThS ON THIS AND INCLUI)ED MITHK REFERBUCE PAGE MTt-747J BBP'ORE USR till Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on individual building component. I Appiicabllty, 01 design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown I Is for lateral support at Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility, of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I MiTek fabrication, quality control storage, derivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSt Building Component I7777 Greenback Lane. suite 109 Solely Information available from Truss Plate Institute. 781 N. lee Street. Suite 312. Alexandria, VA 22314. If Southern Pine ISP or SPp) lumber ia specified the do sign values are those effective 0501(2012 byALSC or proposed by SRO, cores Heights. CA, 95810 Job Truss Truss Type Qty Ply 1373 Magnolia 1 R34684833 1373—MAGNOLIA—AVE Be Hip Truss 1 Job Reference loytionall 7.255 s may 11 2011 MIteK Ineusmes. Inc. ilIU Jun 14(11:11:3452012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-JbTlpb?w6q9q178AF_DNBZCTa19AOQGDZzC8qrz6Pfx S NOTES 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 28 lb up at 7-3-0, 114 lb down and 28 lb up at 9-3-12,114 lb down and 28 Ibup at 11-3-12, 114 Ibdown and 28 lb up at 11-11-12, and 114 lb down and 28 lbup at 13-11-12, and 114 Ibdown and 28 lb up at 16-0-8 on top chord, and 677 lb down at 7-3-0,71 lb down at 9-3-12,71 lb down at 11-3-12,71 lb down at 11-11-12, and 71 lb down at 13-11-12, and 677 lb down at 15-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-3=-68, 3-5=-68, 5-6=-68, 26=20 Concentrated Loads (lb) Vert: 3=-i 14(F) 5=-114(F) 9=_677(F) 7=-677(F) 10=-i 14(F) 11=-i 14(F) 12=-i 14(F) 13=-1 14(F) 15=46(F) 16=-46(F) 17=46(F) 18=46(F) bM. Inure, 5.,P, - U2U2. S I RARNTNG Ycnjfj design pszrwnafes and READ NOM ON fl/IS AND INCLUDSI) MJTEK REFERENCE PADS MTI-7473 BEFORE USE, I Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and Is for an individual building component. I Applicability of design parameters and proper Incorporation at component Is responsibility, at building designer - not truss designer. Bracing shown I I Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblllity of the I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i MiTek I tabqtcatlon, quality control, storage, delivery, erection and bracing, consult AN5lfTP11 Quality Criteria, 058.89 and SCSI Building Component 7777 Greenback Lane, suite see I I Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, AlexandrIa, VA 22314. I Citrus Heights, CA, 95610 I If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0810112012 byALSC or proposed by SPIB, I Job Truss Truss Type Oty Ply 1373 Magnolia I R34684634 11373_MAGNOLIA_AVE L BK1 BLOCKING TRUSS 4 1 Job Reference (optional) BMC, Indio, CA -92203 5.8-5 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:46 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-8n6103y1 LpgyuKcxnQJZciWJYu0nAvZwQOseD4z6eJJ I.5r4 II Snsln1.l 2 354 = 5.554 Ii 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 1BC20091TP12007 CSI TC 0.11 BC 0.12 WB 0.21 (Matrix) DEFL in (lc) l/defl Lid 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: 9 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-9-50c puffins, except BOT CHORD 2 X 4 OF No.1&Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=65/1-9-7 (mm. 0-1-8),3=65/1-9-7 (mm. 0-1-8) Max Uplift4=-427(LC 9), 3=-427(LC 10) Max Grav4=494(LC 8), 3494(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12=_533/533, 23=.480/436 BOT CHORD 4-5=-533/533,3-5=-296/296 WEBS 24=-731/731 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p51; BCDL=6.opsf; h256; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOLO1.00 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. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced all -4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. • 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 2-0-0 wide will 61 between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel OFESS points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 400 p11. Lumber DOL=(1.33) Plate grip DOLO(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-5 for 400.0 p11. LOAD CASE(S) Standard rn IX PFCM. 4,2012 IA WARNTNG Veu'ij ifrnJgn pmranwI.rva and READ NOM ON ThIS ANt) INCUJl)RI) I1JTBK REFERENCE PAGE IrffI-747J BEFORE USE. I Design valid for use only with Mlrek connectors. This design is bored only upon parameters shown, and Is for an individual building component. I I Applicability of 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 temporary bracing to insure stability during construction is the responsibitity, at the erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding I MuTek I fabrication, quality control storage, delivery, erection and bracing, consult ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component I7777 Greenback Lana, suite isa I I Safety IrsIormatten available tram Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexorsdrla, VA 22314. I If Southern Pine ISP or Sp lumber is apecified, the design values are those effective 0819t12012 by ALSC or proposed by 5P18. Citrus Heights. CA, 95610 [] Job Truss Truss Type Oty Ply 1373 Magnolia R34684635 1373—MAGNOLIA—AVE BK2 BLOCKING TRUSS 11 1 Job Reference (ostionall BMC, mOb, CA, 92203 arc: arC: 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:47 2012 Page 1 ID:cqsrS3o807y9gSK4COzilzz7CV5-czg7?Pzg66opWUB7L7ro9w2TllLtuMh3f2cBIWz6eJI 55555: I. 5' 354 = 5.554 II LOADING (psi) SPACING 2-0-0 CSI DEFL In (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 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 0.22 Horz(TL) -0.00 3 fl/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix) Weight: 91b FT=20% LUMBER BRACING TOP CHORD 2 X 4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-60c puffins, except BOT CHORD 2 X 4 OF No.1&8tr G end verticals. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=69/1-10-8 (mm. 0-1-8), 3=69/110_8 (min. 0-1-8) Max Uplift4=-427(LC 9), 3_427(LC 10) Max Grav4=498(LC 8), 3=498(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-564/564, 2-3=483/436 BOT CHORD 4-5=-5641564,3-5=-314/314 WEBS 24=760/760 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 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. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss Is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 400 pit. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 400.0 plf. LOAD CASE(S) Standard 12 I WIIRNING . Vcrifrj tiesign parwnetera szsxd READ NOTES ON ThIS AND INCLUDED OIITEIc 102FRIZNCE PAGE It1Tf-7473 BEFORE (358- I Design valid for use only with Mtrek connectors. This design Is based only upon parameters shown, and Is for on individual building Component. I Applicability of design parameters and proper incorporation of Component is responsibility at building designer - not truss designer. Bracing shown I Bet I is for lateral support of lndtrtduoi web members only. Additional temporary bracing to insure stability durIng construction Is the responsibiitity at the I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i M iTek fabrication, quality control, storage, delivery, erection and bracing, consult AN5t/TPI1 Quality CrIterIa, 058-89 and BCSI Butdtng Component I iiii Greenback Lane. suite 109 I Safely information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95810 I If Southern Pine (SP or Split) lumber is specified, the design values are those effective 06I011!2812 by AL SC or proposed by SPl8, I Job Truss Truss Type Qty Ply 1373 Magnolia R34684636 1373_MAGNOUA_AVE BK3 BLOCKING TRUSS 2 1 Job Referenca (ootionall BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:48 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-5AEVDI_ItQwg8emKvqM1 h7be2iiCdp1 CtiLkl1yz6eJH I l.a-Is I l.a-Is I 554 II 5.I. r.I 244= 1.554 II I-a-is l.a-Is LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.11 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 0.21 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Weight: 9 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-9-100c purtins, except BOT CHORD 2 X 4 OF No.1&Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=66/1-9-12 (min. 0-1-8),3=66/1-9-12 (mm. 0-1-8) Max Uplift4=-427(LC 9), 3=-427(LC 10) Max Grav4=495(LC 8), 3=495(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-542/542, 2-3=.480/436 GOT CHORD 4-5=-542/542, 3-5=-301/301 WEBS 2-4=-740/740 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL1.00 plate grip DOL=1.00 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. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 14-0 oc. This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 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 2.0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.0mb dead located at all mid panels and at all panel OFESSI's points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 400 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-10 for 400.0 p11. S004' <, LOAD CASE(S) Standard 74486 rn rn - EX ,(2,'1-13 - OF C 12 S IA WARNTNG . Vcrif designs pizrame4en- and READ NOTES ON THIS AND INCLUDED IUU?K REFERENCE PAGE 14TI-747J BEFORE tA& I I Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and Is for an individual building component. I I Applicability of design parameters and proper Incorporation of component Is responsibility at building designer - not truss designer. Bracing shown I I erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding i MiTek I I is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilIty at the I I fabrication, quality control storage, delivery, erection and bracing, consult ANSIfTPIl Quality Criteria. 055-89 and SCSI Building Component I nn Greenback Lane. suite isa I I Safety lirtossnatton available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95810 I If Southern Pine (SP or SPp) lumbaria specified, the design values are those effective 0810112012 by ALSC or proposed by SP18, Job Truss Truss Type Qty Ply 1373 Magnolia R34684637 1373_MAGNOLIA_AVE BK4 BLOCKING TRUSS 1 1 Job Reference lootionall BMC, Indio, CA -92203 7.250 sAug 252011 Milek Industries, Inc. Wed Jun 1314:37:492012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-ZMolQ4?wek2XInKWSY(GEL8pn81 PMGEM6M5tqOz6eJG 1-9-14 1-9-14 5,4 = i,5s4 II LOADING (psi) 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 16C2009/TP12007 CSI TC 0.11 BC 0.13 WB 0.22 (Matrix) DEFL in (lc) 1/defi 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: 9 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-9-140c putlins, except BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Stud G - BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=67/1-10-0 (mm. 0-1-8),3=67/1-10-0 (mm. 0-1-8) Max Uplift4=-427(LC 9), 3=-427(LC 10) Max Grav4=496(LC 8), 3=496(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 ((b) or less except when shown. TOP CHORD 1-2=-549/549, 2-3=-481/436 BOT CHORD 4-5=-549/549,3-5=-3051305 WEBS 24=-746/746 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.Opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 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. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. Truss lobe fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 14-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel OOFESS/cl points along the Bottom Chord, nonconcurrent with any other live loads. -5?' This truss has been designed for a total drag load 01400 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist SOO, drag loads along bottom chord from 0-0-0 to 1-9-14 for 400.0 p11. ,r:$ O" Q,, "l/•5 LOAD CASE(S) Standard LU 074486 rn rn P. 12- 1-13 OF C June 14,2012 I a WARNTNQ . Verfj rfe,jgrt pw'mmyriern sondR&4fl M)Thkil ON TillS AND 1)/C UI/lEt) MINK REFERENCE PAGE M7f-747J BIilFORB USE. Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and Is loran individual building component. Applicability at design parameters and proper incorporation of component is responsibility at building designer- not truss designer. Bracing shown i is for lateral support of Individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the erector. Additional permanent bracing at the overall structure is the responsibility, of the building designer. For general guidance regarding i Mulek I tabsicotion, quality control, storage. delivery, erection and bracing, consult ANSt/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 I I Safety Information available from Truss Role Institute, let N. Lee Street, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95610 If Southern Pine [SP or SPp) tumberia specified, the design vetoes are those effective OS/Di!2&12 by ALSC or proposed by SPIB, Job Truss Truss Type Qly Ply 1373 Magnolia R34684838 1373-MAGNOLIA-AVE BK6 BLOCKING TRUSS 1 1 Job Reference (optionall BMC, Indio, CA - 92203 7.250 sAug 252011 MiTek Industries, Inc. Wed Jun 1314:37:502012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-1YMGeQ?YP1AONxvi0FOVmYg_XWNY5jOVL0qrMrz6eJF 1.10-Is 1.5.4 II slel•.r' 354 = 1.554 II 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/TP12007 CSI TC 0.11 BC 0.13 WB 0.22 (Matrix) DEFL In (lc) 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: 9 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-10 oc purlins, BOT CHORD 2 X 4 OF No.1 &Btr G . except end verticals. WEBS 2 X 4 OF Stud G SOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=70/1-10-12 (mm. 0-1-8),3=70/1-10-12 (mm. 0-1-8) Max Uplift4-427(LC 9), 3=-427(LC 10) Max Grav4e499(LC 8), 3499(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1_2=_572/572, 2-3=483/436 BOT CHORD 45u_572/572, 35_318/318 WEBS 24=767/767 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p51; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL1.00 plate grip DOL=1.00 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. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSlITPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel nOFESS/cs points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 400 pIt. Lumber OOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist S004, "<c' drag loads along bottom chord from 0-0-0 to 1-10-10 for 400.1 pIt. ,.. , LOAD CASE(S) Standard ro V.- w 074486 rn *,,31A : OF 142012 A WARNTNG . Verif13 design paratmden emdR&*L) NOThS ON 7//S AND 1)/C WORD MJTSK RRRBTE PAW liffl-747J BEFoRE US& I Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is loran individual building component. I Applicability at design parameters and proper incorporation at component is responsibility at building designer- not truss designer. Bracing shown Is tar lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibitlity, of the Milek erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing. consult ANSt/T1I1 Quality Criteria, OSB-89 and BCSI Building Component I 7777 Greenback Lane, suite ioe Safely tnlernratlee available from Truss Plate institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. I Citrus Heights, CA, 95810 It Southern Pine (P or SPp) lumber ia specified the design votaga are those effective 0810112012 by ALSC or proposed by 5P18, Job Truss Truss Type Qty Ply 1373 Magnolia R34684639 1373—MAGNOLIA—AVE 8K9 BLOCKING TRUSS 1 1 Job Reference (optionall BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:51 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-VIverm0AALlF?5UvazvkJmD7evkvq9TfagaPuIfz6eJE I-a-Is I = smt.. I18,5 5r4ll 3r5= 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/TP12007 CSI TC 0.22 BC 0.13 WB 0.30 (Matrix) DEFL In (lc) I/defl Ud Vert(LL) -0.00 3-4 >999 360 Vert(TL) -0.00 3-4 >999 240 Horz(TL) 0.00 3 n/a n/a Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-9-100c purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=66/Mechanical, 3=66/Mechanical Max Uplift4=-827(LC 9), 30-827(LC 10) Max Grav4=895(LC 8), 3*895(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=-880/836, 1-2=-5421542 BOT CHORD 45=301/301 3-5=-542/542 WEBS 13e_1025/1025 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise): Lumber DOL=1.00 plate grip DOLe1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live toads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b 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. This truss has been designed for a total drag load of 400 plf. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-10 for 400.0 p8. LOAD CASE(S) Standard I WJsJ)ffNilJ . Vcs-ify dersign pararriderm and READ NOTES ON ThIS AND INCLUDED AUTSK REFEREfE PAW ?4T1-747s1 BEFORE tSB. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for on individual building Component. I:I Applicability of design parameters and proper incorporation of component is responsibility at building designer - not truss designer. Bracing shown I Is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity of the erector. Additional permanent bracing at the overall structure Is the responsibility, of the building designer. For general guidance regarding I rvlulek i fabrication, quality control, storage. detvery, erection and bracing, consult ANSI/IPIl Quality Csffeda. OSB-89 and BCSI Bending Component 7777 Greenback Lane, Suite 109 Safety InformatIon available from r,uss Plate institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 1 f Southern Pine (SP or 5Pp) lumber is specified, the design vlueo are those effective 06101/2042 by ALSC or proposed by SPIB, Citrus Heights, CA. 95610 [IJ Job Truss Truss Type Qty Ply 1373 Magnolia R34684640 1373—MAGNOLIA—AVE BK10 BLOCKING TRUSS 1 1 Job Reference (ostlonalli BMC, Indio, CA -92203 1-9-54 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:47 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-g7?Pzg66opWUB7L7ro9w2RflLsuLT3f2cBl6eJl = S.I. • r:rs.5 4 ll 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 Incir YES Code lBC2009/TP12007 CSI TC 0.22 BC 0.13 WB 0.30 (Matrix) DEFL in (lc) 1/dell L/d Vert(LL) -0.00 3-4 >999 360 Vert(TL) -0.00 3-4 >999 240 Horz(TL) 0.00 3 n/a n/a Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=67/Mechanical, 3°67/Mechanical Max Uplift4=-827(LC 9), 3=-827(LC 10) Max Grav4=896(LC 8), 3=896(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-881/836,1-2=-549/549 BOT CHORD 4-5=-305/305,3-5=-549/549 WEBS 1-3=-1030/1030 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL6.opsf; h25fl; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 400 pill. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-14 for 400.0 pit. LOAD CASE(S) Standard AOL JP.7NG . Ycr/fij dam/ga pw-wnadersr send RIM!) NOTES ON 771/S AN!) 1)/C 101)BD 800171K REFRRBNtS PAGE 74TI-7473 BIOFORB US& I Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is loran individual butdlng component. I Applicability of design parameters and proper Incorporation at component is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiblilily at the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i MiTek* tabrlcottorr, quality control storage, derivery, erection and bracing. Consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI Banding Component I 7777 Greenback Lane, suite tos Solely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95810 If Southern Pine (SP or SPp) lumber is specified tile design values are those effective 0610t/20t2 by ALSC or proposed by 5P18, I Job Truss Truss Type Qty Ply 1373 Magnolia P34684641 1373_MAGNOLIA_AVE Cl DBL. FINK 1 Job Reference (ootionail bMG, 1fl0i0, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:55 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-NW99hB3hDaohT'iogpo_gTcNhWXymms8EVlYc12z6eJA 4-2-13 9-20 11-7-10 14-1-3 58-4-0 4-2-13 2-5-10 2-5-Is 2-5-Is 2-5-10 4-2.13 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT S.I. • 1.30.; LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. rus = 555 = LOADING (psf) SPACING 0-4-8 CSI DEFL in (lc) 1/defi Lid TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.20 9-10 >999 360 TCDL 14.0 Lumber lncrease 1.25 BC 0.64 Vert(TL) -0.68 9-10 >320 240 BCLL 0.0 • Rep Stress Incr NO WB 0.76 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix) Wind(LL) 0.01 11 >999 240 PLATES GRIP MT20 187/170 Weight: 336 lb FT = 20% LUMBER TOPCHORD 2X4DFNo.1&BtrG BOT CHORD 2 X 8 LSL Truss Grade WEBS 2X4DF Stud G REACTIONS (lb/size) 1=7532/0-3-8 (mm. 0-2-0), 7=9988/0-3-8 (mm. 0-2-10) Max Horzl=162(LC 14) Max Gravl=7964(LC 8), 7e10420(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 1O-0-00c bracing. FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-22047/0, 2-3=-21438/0, 34=-20572/0, 4.5e20930/0, 5-6=-24467/0, 6.7=_25083/0 BOT CHORD 1-1 2=0/20913, 12-13=0/20913, 13-14=0/20913, 11-14=0/20913, 11-15=0/20483, 15-16=0/20483,10-16=0/20483, 10-17=0/17320,17-18=0/17320,18-19=0/17320. 9-19=0/17320, 9-20=0/21395, 8-20=0/21395, 8-21=0/23876, 21-22=0/23876, 22-23=0/23876, 23-24=0/23876, 24-25=0/23876, 7-25=0/23342 WEBS 3-11=0/1665, 3-10=-827/0,4-10=0/6757,4-9=0/7476, 5-9=-1710/0,5-8=0/3457, 6-8=-298/0 NOTES 1)3-ply truss lobe connected together with lOd (0.131'x3) nails as follows: Top chords connected as follows: 2 X 4- 1 row at 0-4-0 oc. Bottom chords connected as follows: 2 X8 -3 rows at 0-5-0 oc. Webs connected as follows: 2 X 4- 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7.05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. This truss has been designed for a total drag toad of 2750 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 16-4-0 to 184-0 for 1375.0 p8. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 678 lb down at 1-9-12, 300 lb down at 2.0-12,678 lb down at 3-9-12,347 lb down at 4-0-12,678 lb down at 5-9-12, 422 lb down at 6-0-12,678 lb down at 6-34 3201 lb down at 8-24, 678 lb down at 8-3-4, 1492 lb down at 10-0-12,1689 lb down at 10-2-8, 1574 lb down at 12-0-12,1656 lb down at 14-0-12, and 1763 lb down at 14-104, and 1900 lb down at 17-5-12 on bottom chord. The design/selection of such Contid%"P() is the responsibility of others. IA WARNTNG - Vcrlft,t (1219/gn pw meerm =dPX2AD NOTES ON 37flS AND INCUIDRO tsflTEK RFERBME PAGE MTI-7470 BEFORE USSIL I Design valid for use only with MITek connector-s. This design is based only upon parameters shown, and is for an Individual building component. I 1111 Applicability 08 design parameters and proper Incorporation at component is responsibility, at building designer - not truss designer. Bracing shown I I is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, at the I erector. Additional permanent bracing at the overall structure is the responsibility at the building designer. For general guidance regarding i Milek I tobrtcalion, quality control storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, 058-89 and BCSI Busdlng Component 7777 Greenback Lane, Suite 109 I Safety Information available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. I Citrus Heighls, CA, 95610 I If Southern Pine (SP or SPp) bumbsris specified the design values are those effective 0$!0112012 byALSC or proposed by SPIB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684641 1373_MAGNOLIA_AVE Cl DBL. FINK 1 Job Referenas (ootionall BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:55 2012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-NW99h83hDaohTiogpo_gTcNhV(ymms8EVIYc12z6eJA LOAD CASE(S) Standard 1) Regular: Lumber Incaease=1.25, Plate Increase1.25 Uniform Loads (pif) Vert: 1-7=-4, 1-4=-13, 4-7=-13 Concentrated Loads (lb) Vert: 12=-760(F=-82, B=-678) 14=-847(F=-169, B=-678) 15=.984(F=306, B_678) 16-678(B) 17=-3879(F=-3201, B=-678) 19-3181(F=-1492, B-1689)20-1574(F) 21=-1656(F) 22=-1763(F) 25=-1900(F) I WARNING Ver-f design pdrwnetera and RIW) M)ThS ON ThIS AND INCLtJDEt) MJThK REFERSNCE PAGE NTI-747J 1JBFORE uSE. Design valid tar use only with Mifek connectors. this design is based only upon parameters shown, and is to, on Individual building component. I Applicability of design parameters and proper incorporation at component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to irrsrre stability during construction Is the responsibility of the I erector. Additional permanent bracing at the overall structure Is the responsibility at the building designer. for general guidance regarding MiTek tabrtcotlon, quality control, storage, delivery, erection and bracing, consult ANSt/TPI1 Quality Criteria. DSB-89 and BCSI auildtng Component im Greenback Lane. 5ut8 109 Safety Information available from Truss Plate institute. 781 N. Lee Sheet, Suite 312, Aleuondria, VA 22314. I Citrus Heights, CA, eseio I If Southern Pine (SP or Spit) lumber to specified, the design values are those effective 0810112012 by ALSC or proposed by SPIB, I S [IJ Job Truss Truss Type Oty Ply 1373 Magnolia R34684642 1373_MAGNOLIA_AVE CG1 Diagonal Hip Girder 4 1 Job Reference (optional) BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:56 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7C VS-si jXuU4J_twX5sNsNi,Wv0pwv?wDYVLROjyHAZVz6eJ9 -2-9-IS 4-5-2 7-8-4 11-3-S 2-9-IS 4-5-2 3-3-3 3.8-12 Sr.- 1.23.2 354 II 5 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.14 9-10 >932 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.21 9-10 >614 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix-M) Wtnd(LL) 0.01 9-10 >999 240 Weight: 51 lb FT= 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In.guide. REACTIONS (lb/size) 2=754/0-4-9 (mm. 0-1-8),8=688/Mechanical Max Horz2=96(LC 3) Max Uplift2=-31(LC 3) Max Grav2=1398(LC 11), 8=1401(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-114=-3563/0,3-14=-3560/0, 3-15=-2107/0,4-15=-209810 BOT CHORD 2-17=0/3462, 17-18=0/3462, 10-18=0/3462, 10-19=0/3462, 19-20=0/3462, 9-20=0/3462, 9-21=0/2049, 21-22=0/2049, 8-22=0/2049 WEBS 3-10=0(864, 3-9=-1620/0, 4-9=0/1404, 4-8=-2280/0 NOTES Wind: ASCE 7-05; 85mph; TCDLe8.4psf; BCDL=6.opsf; h=251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 30 lb up at 2-9-8, 3 lb down and 30 lb up at 2-9-8, 17 lb down and 11 lb up at 5-7-7, 17 lb down and 11 lb up at 5-7-7, and 94 lb down and 23 lb up at 8-5-6, and 94 lb down and 23 lb up at 8-5-6 on top chord, and 254 lb down and 1 lb up at 2-9-8, 254 lb down and 1 lb up at 2-9-8, 273 lb down at 5-7-7, 273 lb down at 5-7-7, and 292 lb down at 8-5-6, and 292 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIt) Vert: 1-5=-68, 5-6=-28, 7-11=-20 Continued on page 2 rOFESSi0 Soo OF- June 14,2012 WARNING . Verify doe/gil pararridem aadiRMD NOThS ON ThIS AND INCLUDED ISITEK REFERENCE PAGE fr91-747J OF-FORS USB I Design valid for use only with Mtlek connectors. This design is based only upon parameters shown, and Is for on individual building component. I Mu Applicability of design parameters and proper Incorporation at component Is responsibility of building designer- not truss designer. Bracing shown I is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the I erector. Additional permanent bracing of the overall structure is the responsibility 01 the building designer. For general guidance regarding i M iTek fabrication, quality controL storoge, delivery, erection and bracing, consult ANSIITPI1 QualIty Criteria, DSB-89 and BCSI Building Component I7777 Greenback Lane, suite 109 Safety Information available from Truss Plate Institute. 781 N. tee Street, Suite 312, Alexandria, VA 22314. [ If Southern Pine (SP or SPp) lumber is apeciftad, the design values are those effective 08191/2042 by AL SC or proposed by SPiB. Citrus Heights, CA, 958)0 Job Truss Truss Type City Ply 1373 Magnolia R34684642 1373—MAGNOLIA—AVE CG1 Diagonal Hip Girder 4 1 Job Reference (ootionalt BMC, India, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 1314:37:572012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-KuHv6q5slB2Oj0y2wD08Z1T4lKZnEohXyc1j6xz6eJ8 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 14=60(Fe30, Be30) 15=.33(F=17, B=17) 16=-188(F=-94, B-94) 18=1(F=1, 6=1) 19=-35(F=-18, B=-18)21=-74(F=-37, B=37) S WISRNTNG . Vcrif &iaqyre paro trod rm sznsRBAD M)Th8 ON TiltS AND INCLUDED MJTIN REFERENCE PA GE M1I-747J BEFORE US1L I Design valid tar use only with Mitek connectors. This design Is bared only upon parameters shown, and Is loran individual building component. I Applicability of design parameters and proper incorporation of component is responsibility 01 building designer - not truss designer. Bracing shown I I is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility, at the I erector. Additional permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance regarding i Milek I fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 058-89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 I I Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 95810 I If Southern Pine (SP or SPp) lumber is specified, the design values are those effective OSi0l!2012 byALSC or proposed by SPIB. I 3-3-3 4-5-2 BMC, Indio, CA, 92203 S 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 1314:37:582012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-o5rHJ96ZWVAFKAXFUxXN5E?l2k1dzKEhBGmGeNz6eJ7 3-8-12 Job Truss Truss Type Qty Ply 1373 Magnolia R34684643 1373_MAGNOLIA_AVE CG2 DIAGONAL HIP GIRDER I Job Reference (ootionahl sunS. 1:21.5 I 4-5-2 I 4-5-2 7-8-4 3-3-3 11.2.10 114-0 3-8-8 5-4.8 Plate Offsets (X.Y): 11:0-3-15.0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deli Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.04 8-9 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.11 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code 16C20091TP12007 (Matrix-M) Wind(LL) 0.02 9 >999 240 Weight: 47 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-30c puulins, except BOT CHORD 2 X 4 OF No.1 &Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. recommends that Stabilizers and required cross bracing FMiTek be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=611/0-4-9 (min.0-i-8), 7=771/Mechanical Max Hors 168(LC 3) Max Upliftl=-3(LC 3), 7=-44(LC 3) FORCES (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1625/33, 2-13=-1599/38, 214=_1039/32, 3-14=-991/34 BOT CHORD 11-117=59/11106,11-118=-83/1558, 918e83/1558, 9-19=-83/1558,8-19=-8311558, 8-20=-61/976, 7-20=-61/976 WEBS 2-9=0/291 2-8=-707/23,3-8=0/407,3-7=-1062/66 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 13 lb up at 2-9-8, 3 lb down and 13 lb up at 2-9-8,63 lb down and 24 lb up at 5-7-7,63 lb down and 24 lb up at 5-7-7,85 lb down and 24 lb up at OFESSi 8-5-6, and 85 lb down and 24 lb up at 8-5-6, and 109 lb down and 28 lb up at 9-9-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. <-9" In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). S004' <<c' e.(' r OA LOAD CASE(S) Standard C-D t5 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 LU 074486 tn Uniform Loads (pIt) Vert: 1-4=-68, 4-5=-28, 6-1O=-20 P. 12-31 Concentrated Loads (lb) * * Vert: 13=_0(F=0, B=-0) 14=126(F=_63, 131=-63) 15=-169(F=-85, 6=-85) 16=_109(F) 14, 20 12 WARNING.. VerIfy design pwame4.enw owrdRMD N07W ON ThIS 4?4D INCLUDED M?K 1EFERZItE PAGE MTI74TJ BEFORE E&Z I Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. I Applicability of design parameters and proper Incorporation of component Is responsibility at building designer - not truss designer. 8-acing shown rift Is to, lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the respansibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i MiTk fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Citte,fa, DSB-89 and SCSI Building Component I iii Greenback Lose, Suite 109 Safely Iniormatlon ovotoble from Truss Plate Inslitute. 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. I If Southern Pine (SF or SFp) lumberia specified, the design values are those effective 06101/2042 byALSC or proposed by SF18. cures Heights. CA, 95810 Job Truss Truss Type Qty Ply 1373 Magnolia R34684644 1373-MAGNOLIA-AVE CG3 Diagonal Hip Girder 1 1 Job Reference (ostionall BMC, Indio, CA - 92203 7.250sAug 25 2011 Milek Industries, Inc. Wed Jun 1314:37:592012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-GH01XV681-tol6yK5R2e2ceSYQR8I-l7ihwqPvWqApz6eJ6 4-5-I 3-3-3 3.8-52 Sale • I.22.4 4 5 3515 = 0qt8 4-5-1 7414 11.2-la 11.y.O 4-4-lI 333 3-8-8 5-458 Plate Offsets (XV): 18:0-3-9.0-3-01 LOADING (psi) SPACING 2-0-0 CSI DEEL in (too) 1/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.13 8-9 >982 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.21 8-9 >620 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code lBC2009ITPl2007 (Matrix-M) Wind(LL) 0.02 9 >999 240 Weight: 44 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except BOT CHORD 2 X 4 SPF 2400F 2.OE end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer r In stallation guide. REACTIONS (lb/size) 1=592(0-7-0 (mm. 0-1-8), 7730/Mechanical Max Horz 1=68(LC 3) Max Gravl=1348(LC 12), 71435(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-3745/O, 2-13=-3738/0, 2-14=-2166/0, 3-14=-2153/0 BOT CHORD 1-16=0/2652,1-17=0/3638,9-17=013638. 9-18=0/3638,18-19=0/3638,8-19=0/3838, 8-20=0/2102, 20-21=0/2102, 7-21=0/2102 WEBS 2-9=0/888, 2-8=-1748/0, 3-8=0/1435, 37=2341/0 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BC0L06.opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b 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. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 13 lb up at 2-9-8, 3 lb down and 30 lb up at 2-9-8,63 lb down and 24 lb up at 5-7-7, 17 lb down and 11 lb up at 5-7-7, and 85 lb down and 24 lb up at OFESS,Q 8-5-6, and 94 lb down and 23 lb up at 8-5-6 on top chord, and 257 lb down at 2-9-8, 254 lb down and 1 lb up at 2-9-8, 273 lb down at 5-7-7, 273 lb down at 5-7-7, and 286 lb down at 8-5-6, and 292 lb down at 8-5-6 on bottom chord. The design/selection of such <-9" connection device(s) is the responsibility of others. 9004, , i 0 ' In the LOAD CASE(S) loads to the face the front section, applied of truss are noted as (F) or back (B). Cr " LOAD CASE(S) Standard rrt 74486 rn 1) Regular: Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (plf) EX 1-13 Vert: 14=68, 4-5=-28, 6-10=-20 1- CIV F CA\-\,- Continued on page 2 IA WAR.NTNG . VcrIf den/ga paramd em =d READ NOTES ON ThIS AND INCLUDED (hilT/K REFERENCE PAGE MI-747J BEFORE [W- Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is 10,05 Individual building component. I Applicability 01 design parameters and proper incorporation of component Is responsibIlity of building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i M iTek I tabsicotion, quality control, storage, delivery, erection and bracing, consult ANSIfTPI1 QualIty Criteria. DSB-89 and BCSI Building Component I iii Greenback Lane, Suite 109 I I Solely information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I Citrus Helglrls, CA, 95810 I If Southern Pine ISP or SPp) lumber is specified, the design values are those effective 08/8112012 by ALSC or proposed by SPIB. I Job Truss Truss Type aty Ply 1373 Magnolia R34684644 1373—MAGNOLIA—AVE CG3 Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:37:59 2012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-GHOfXV6BHol6yK5R2e2ceSYQR8H7ihwqPvWqApz6eJ6 LOAD CASE(S) Standard Concentrated Loads (ID) Vert: 13o30(F=30, B=-O) 14=.79(F=_17, B_63) 15-179(F=-94, B=-85) 17=-1(F=1, B=-2) 18=-36(F-18, B-18) 20=-78(F=-37, B=-41) S IA WARNING . Veréftj design pararneitem and READ M)Th5 ON 17118 AND INCUJDRl) MJTTIK REFERBIWE PAGE 1411-7473 BEFORE GRE. Design valid for use only with MCek connectors. This design is based only upon parameters shown, and Is for on individual building component. I Applicability of design parameters and proper incorporation at component Is responsibility at building designer - not truss designer. Bracing shown I I Is to, lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the butdlng designer. Pc, general guidance regarding I I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSO-89 and BCSI Balding Component I 7777 Greenback Lane, Suite isa I Safety tntormafton avaflable from Truss Plate Institute. 781 N. lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95810 I If Southern Pine (SP or Sp lumber ja apecifiod, the design values are those effective 0810112042 by ALC or proposed by SPIB, I fl Job Truss Truss Type Qty Ply 1373Magurolla R34684645 1373MAGNOLIA_AVE CG4 Diagonal Hip Girder 2 1 Job Reference (optionall GMC. India, CA- 92203,; 7.250 a May 11 2011 MlTrds IndusItles, Inc. Thu Jun 14 07:18:52 2012 page iD:cqsrS3o807y9gSK4COziizz7CV5-9rxjLuuKhZTKwVrObWikB9G45sOMkwu6a173QZz6Pen -2-9-15 I 3-8-12 8-7-2 I 9-0-2 2-9-15 3-8-12 2-10-6 2-5-0 Scatex 1:22.6 8-9-4 341-12 6-6-12 3-8-12 2-10-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) lldefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.02 7-10 >999 360 MT20 220/195 TCDL 14.0 Lumber increase 1.25 BC 0.32 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code lBC2009TTPl2007 (Matrix-M) Wind(ILL) -0.00 10 >999 240 Weight: 32 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, BOT CHORD 2 X 4 OF No.1 &Btr G except end verticals. WEBS 2 X 4 OF Stud 0 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=301/0-2-2 (mm. 0-1-8), 2=466/0-4-9 (mm. 0-1-8), 6=134/Mechanical Max Hors 2=79(LC 3) Max Uplift 4=-67(LC 4), 2=-51(LC 3) Max Gray 4=301 (LC 1), 2475(LC 10), 6=361 (LC 13) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-341/223, 9-11=-571/0, 3-11=-570/0 BOT CHORD 8-14=-233/329, 10-14=-233/329, 10-15=0/550,15-16=0/550,7-16=0/550,7-17=0/550, 17-18=0/550, 6-18=0/550 WEBS 3-7=0/297, 3-6=580/0,2-8=-396/57 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. il; Exp C; enclosed; MWFRS (low-rise): Lumber DOL1.00 plate grip OOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 4 and 51 lb uplift at joint 8. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated toad of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 30 lb up at 2-9-8, 3 lb down and 30 lb up at 2-9-8, 17 lb down and 11 lb up at 5-7-7, and 17 lb down and 11 lb up at 5-7-7, and 9 lb down and 42 lb up at 8-5-6 on top chord, and 1 lb up at 2-9-8, 1 lb up at 2-9-8, and 35 lb down at 5-7-7, and 35 lb down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard OFESSi SOO 448 rn - EX ..4261-13 - - CA'= 12 S I d&gn pararrwrderre and RIW) MOThS ON fl/IS AND INCLifJVEO MIThF< REFERENCE PAGE 81T1-747J BEFORE [SB I I Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Nit Design valid for use only with Mtrek connectors. This design is based only upon porarneters shown, and is for on individual building component. I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek I Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the tabsicatlon, quality control storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI BuOdlng Component I7777 Greenback Lane, Suite 109 I Safety Informative available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95810 I U Southern Pine (SP or SPp) lumber is specified the design values are these effective 08191S2012 by ALSC or proposed by SPIB. Job Truss Truss Type Qty Ply 1 1 1373Magnolla R34684645 1373—MAGNOLIA—AVE CG4 Diagonal Hip Girder 2 Job Reference lootiortalt 0MG, Indio, CA- 92203, 7.250 a May11 2011 MITOIS Industries, Inc. IOU Jun 14 111:15:02 2012 Page 2 ID:cqsrS3o8O7y9gSK4COziizz7CV5-9rxjLuuKhZTKwVrObWn'kB9G45sOMkwu6aT73QZz6Pen S LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (pill) Vert: 1-4=-68, 4.5a68, 68e20 Concentrated Loads (lb) Veil: 11e60(Fe30, Be30) 12=_33(F=17, B=17) 13e42(B) 16=1 (F=l, B=1)18e35(F=18, Ba18) WARNING Verify design pturwrzrierm arttiRBAD NOThE ON MIS AND IMtOX)EO MITEK REFERENCE PAGE W1- 74M BEFORE (JElL I Design valid for use only with MEek connectors. This design Is based only upon parameters shown, and Is for an individual building component. I Applicobirity of design parameters and proper Incorporation of component Is responsibility 01 building designer - not truss designer. Bracing shown I blot lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding i MiTek I Iobrtcation, quality control, sforoge, delIvery, erection and bracing, consult ANSI/TPI1 Quality CrIterIa. DSB'SP and SCSI Building Component I7777 Greenback Lane, Suite 109 I Safety Information avatoble from Truss Plate Institute. 781 N. lee Street. Sulfa 312. AlexandrIa, VA 22314. I Citrus Heights, CA, 95810 U Southern Plea {SP or SPp) lumberis specified the desIgn wilson are those effective 0810112042 by ALC or proposed by SPIB, I S Job Truss Truss Typo 1373 Magnolia R34684646 ~ty JPly 1373_MAGNOLIA_AVE CG5 Diagonal Hip Girder I Job Reference (oDtionafl OMC, Indio, CA - 92203,5 7.250 s May 11 2011 MITeR Industries, Inc. Thu Jun 14 07:18:07 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-OjLOV14k9AMBDoVHzAKFlKNoJvWRteOJ1 JGMSBz6PeY -2-9-15 5-6-5 10-2-5 2-9-15 5-6-5 4-8-0 Scale = 1:21.0 5x8 II 4 5 5-8-5 10-1.15 10,-5 5-6-5 4-7-10 0-l-8 Plate Offsets (X,Y): I2:0-2-13,Edciel, (3:0-3-00-1-151,14:0-2-150-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) lldefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.05 8-11 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.09 8-11 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.35 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code lBC2009/TPI2007 (Matrix-M) Wind(LL) 0.01 8 >999 240 Weight: 39 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, BOT CHORD 2 X 4 SPF 2400F 2.OE except end verticals. WEBS 2 X 4 DF Stud G Except BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. 4-7: 2 X 4 SPF 2400F 2.OE MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=681/0-4-9 (mm. 0-1-8), 7=651 /Mechanical Max Horz 2=89(LC 3) Max Uplift 2=-36(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-671/0,10-12=-1038/0, 3-12=99010,4-7=-264/42 BOT CHORD 914=0/695,1114=0/695,11.15=0/988, 15-16=0/988, 8-16=0/988, 8-17=0/988, 17-18=0/988, 7-18=0/988 WEBS 3-8=0/363, 37=920/0, 2-9=-570/37, 9-1 0=-125/335, 2-11 —437/94 NOTES Wind: ASCE 7-05; 85mph; TCOL=8.4p5f; BCDL=6.opsf; h25fl; Cat. II; Exp C; enclosed; MWFRS (tow-rise); Lumber DOL1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 9. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated toad(s) 2 lb down and 34 lb up at 2-9-8, 3 lb down and 30 lb up at 2-9-8, 17 lb down and 11 lb up at 5-7-7, 17 lb down and 11 lb up at 5-7-7, and 80 lb down and 22 lb up at 8-5-6, and 94 lb down and 23 lb up at 8-5-6 on top chord, and 3 lb down at 2-9-8, 1 lb up at 2-9-8, 35 lb down at 5-7-7, 35 lb down at 5-7-7, and 52 lb down at 8-5-6, and 74 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Ina-ease=1.25, Plate lncrease=1.25 Uniform Loads (ptf) Vert: 1-4=-68, 4-5=-28, 69=20 (oFEss/ Soo 7L486 )rn - XP. 1213113 OF 42012 I .1 ft frsJgn pw-ono.,tere awdRMD M)TES ON TNISAND I1JCUJDBD MIU?K REFERENCE PAGE Ml!-74 7J BEFORE USE. Design valid for use only with MPek connectors. This design Is based only upon parameters shown, and is loran individual building component. I Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown I sot Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing 01 the overall structure Is the responsibility of the building designer. For general guidance regarding Milek I fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSO-89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 I Safety Information available from Truss Plate institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Pine (51) or SPp) lumber is specified the design value are those effective 0E9112012 by ALSC or proposed by 51113.Cutnis Heights, CA. 9561e Job Truss Truss Type Qty Ply 1373 Magnolia R34684648 1373-MAGNOLIA-AVE CGS Diagonal Hip Girder 2 Job Reference (oDtionafl BMC. Indio, CA. 92203, 7.250 a May 11 2011 Mflek Industries. Inc. Thu Jun 1407:18:07 2012 Page 2 ID:cqsrS3o8O7y9gSK4COziizz7CV5-DjLOV14k9AMBDoVHzAKFIKNeJvWRle0J1 JGMSBz6PeY S LOAD CASE(S) Standard Concentrated Loads (lb) Veil: 3o-33(F=17, 8=17) 8=.35(F=.18, B_18) 12564(F34, 8=30) 13-174(F=-94, B=-80) 15=-1(F=-1. 8=1) 18-72(F=-37, 8=-36) IA PlANNING . Yerifjj dashjrs parwrtrrderm smnyRMD NOThS ON IRIS AND INCLUDED 81I1BK REFERBPKIE PAGE MTI-747J BEFORU USE. I Design valid for use only with MEek connectors. This design Is based only upon parameters shown, and is to, on Individual building component. I I Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i Milek fabrication, quality control, storage, delivery, erection and bracing, consult ANSt/TPIl QualIfy Criteria, DSB•89 and BCE Building Component I7777 Greenback Lane. suite io Satety Intormatlen available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. I I U Southern Pine (SP or Split) lumberia specified the design values are those effective 0Slr.t1I2Gt2 by ALEC or proposed by sprn, dims Heights, CA, 95610 [IJ Job Truss Truss Type Oty Ply 1373 Magnolia R34684647 1373—MAGNOLIA—AVE CG6 Diagonal Hip Girder 1 1 Job Reference (ootionall BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Jun 13 14:38:02 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-gs4o9X94ajhhpnq0jncJF4AvDLJ_v4hG6tkUn8z6eJ3 -2-9-IS 5-7-0 10-2_lI 2-9-15 5-7-0 4-8-Il sal. • rot,? 5s5 II I 5- I 4415 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.18 8-11 >673 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.22 8-11 >537 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matnx-M) Wind(LL) 0.01 8 >999 240 Weight: 41 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc puilins, except BOT CHORD 2 X 4 SPF 2400F 2.OE end verticals. WEBS 2 X 4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. 4-7:2X4DFNo.1&BtrG WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=692/0-4-9 (mm. 0-1-8), 7=667/Mechanical Max Horz2=90(LC 3) Max Uplift2=-35(LC 3) Max Grav2=1298(LC 11), 7=1456(LC 10) FORCES (ID) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-281710, 3-12=-281710, 3-13=-272/0, 4_7=269/41 601 CHORD 2-14=0/2456, 2-15=0/2742, 15-16=0/2742, 8-16=0/2742, 8-17=0/2742, 17-18=0/2742, 7-18=0/2742 WEBS 3-8=0/1250, 3-7=-2649/0 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(s) 3 lb down and 30 lb up at 2-9-8, 3 lb down and 30 lb up at 2-9-8, 17 lb down and 11 lb up at 5-7-7, 17 lb down and 11 lb up at 5-7-7, and 94 lb down and 23 lb up at 8-5-6, and 94 lb down and 23 lb up at 8-5-6 on top chord, and 254 lb down and 1 lb up at 2-9-8, 254 lb down and 1 lb up at 2-9-8, 273 lb down at 5-7-7, 273 lb down at 5-7-7, and 292 lb down at 8-5-6, and 292 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (p11) Vert: 1-4=-68, 4-5=-28, 6_920 Continued on page 2 4,2012 IA WARNING Verify d&grs pw-wnetrrrs rand READ NOTES ON ThIS AND INC WISED NITEK REFERENCE PAGE Ir1TI-7473 BEFORE (AS& I Design valid for use only with Mllek connector-s. This design is based only upon parameters shown, and Is loran individual building component. I Applicability at design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to insure stability durIng construction is the responsibility of the MiTek I erector. Additional permanent bracing at the overall structure Is the responsibility at the building designer. For general guidance regordlng I tabsication, quality control storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component I 7777 Greenback Lane, suite 109 I I Safety trsfermalless available from Truss Plate Institute. 181 N. tee Street, Suite 312, Alexandria, VA 22314. I citrus Heights. CA, 95610 I If Southern Pine (SP or Split) lumber is specified the design values ore those effective 06/0112012 by ALSC or proposed by SF18, I Job Truss Truss Type QIy Ply 1373 Magnolia R34684647 1373_MAGNOLIA_AVE CG6 Diagonal I-tip Girder 1 1 Job Reference (ootionafl BMC, Indio, CA -92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:02 2012 Page 2 ID:cqslS3o807y9gSK4COziizz7CV5-gs4o9X94ajhhpnq0incJF4AvDLJ_v4hG8tkUn8z6eJ3 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3e33(F=_17, B=-17) 8=-35(F=18, B=18) 12r60(Fe30, 13e30) 13=188(Fe94, Be94) 15=1(Fn1, Bal) 18=-74(F=-37, B=-37) S I WARNING Veriftj ksrign pairamdefs arnd READ NOThE ON ThIS AND 1)/CLUDRI) If1JThK REFRRBNCE PAGE M7I-747J BEFORE US& I II I Design valid to, use only with Mtlek connectors. This design is based only upon parameters shown, and Is for an individual building component. I I Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I I is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibtility, of the I I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I M iTek I tobttcotion, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, 059-89 and BCSf Building Component 7777 Greenback Lane, Suite 109 I Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. . I I If Southern Pine (SP or SPp) tumberia specified, the design values are those effective 06/0112912 by ALSC or proposed by 5P18. Citrus Heights, CA, 95810 S Job Truss Truss Type Oty Ply 1373 Magnolia R34684648 1373_MAGNOLIA_AVE CG7 Diagonal Hip Girder 1 1 Job Reference (optional) BMC, 10010. CA - 92203, r (.2208 May Vt 2011 M1165 Inaustees, Inc. isa JUfl 14 u,:su:u zuiz rage i ID:cqsrS3o8O7y9gSK4COziizz7CV5-KDdJDTEu59?LHo_nEP3lJ3Qs19yIllNzDOqwYPxz6PeL -2-9-15 5-7-0 I 10-3-11 2-9-15 5-7-0 4-8-11 Scale = 1:21.2 4x8 II 4 5 I 5-7-0 I 10-3-5 10--11 5-7-0 4-8-5 0-6-6 Plate Offsets (XV): 12:0-2-13,Edpe1, 13:0-3-0,0-1-151, 14:0-2-15,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.06 8-11 >999 360 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.10 8-11 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.37 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code 18C2009/TP12007 (Matrix-M) Wind(LL) 0.01 8 >999 240 Weight: 40 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purtins, SOT CHORD 2 X 4 SPF 2400F 2.OE except end verticals. WEBS 2 X 4 OF Stud C *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-7: 2 X 4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=691/0-4-9 (mm. 0-1-8), 7=648/Mechanical Max Horz 2=90(LC 3) Max Uplift 2=-35(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-692/0,10-12=-1066/0, 3-12=-1017/0, 4-7=-257/40 BOT CHORD 9-14=0/718, 11-14=0/718,11-15=0/1015, 15-16=0/1015, 8-16=0/1015, 8-17=0/1015, 17-18=0/1015, 7-18=0/1015 WEBS 38e0/368, 3-7=-94210, 2-9=-579/36, 9-1 0=12 1/350, 2-11 e455/89 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-floe); Lumber DOL=1.00 plate grip DOLe1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 9. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIFTPI 1. 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, nonconcun-ent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 30 lb up at 2-9-8, 3 lb down and 30 lb up at 2-9-8, 17 lb down and 11 lb up at 5-7-7, 17 lb down and 11 lb up at 5-7-7, and 76 lb down and 21 lb up at 8-5-6, and 94 lb down and 23 lb up at 8-5-6 on top chord, and 4 lb down at 2-9-8, 1 lb up at 2-9-8, 35 lb down at 5-7-7,35 lb down at 5-7-7, and 51 lb down at 8-5-6, and 74 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) Section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (plf) Veil: 1-4=-68, 4-5=-28, 6-9=-20 I digrs ptzrametev3 ssndRMfl NOThS ON ThIS AND INCLUDED MITEK REFERBNCE PAGE Ml!-74 7sl I3CFORS USE, I Design valid for use only with MCek connectors. This design Is based only upon parameters shown, and is loran individual building component. Mu Applicability of design parameters and proper incorporation 01 component is responsibility 01 building designer- not truss designer. Bracing shown I I Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, at the erector. Additional permanent bracing at the overall structure is the responsibility at the balding designer. For general guidance regarding t MiTk' lobilcallon, quality control storage, delivery, erection and bracing. consult ANSt/TPI1 Quality Criteria. 059-89 and BCSI BuOdlng Component I 7777 Greenback Lane, suite ioa I Satety Intermatten available from Truss Plate institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. I Citrus Helghls, CA, 95810 I If Southern Pine (SP or SPp) tumberia specified1 the design values are those effective 0810112Gb 2 by (eLSC or proposed by 51318. Job Truss Truss Type Qty Ply 1 1373Magnolia R34684648 1373_MAGNOLIA_AVE CG7 Diagonal Hip Girder I Job Reference (potionall BMC, Indio, CA. 92203, r 7.250 a May 11 2011 MiTets Industries, Inc. Thu Jun 14 07:19:20 2012 Page 2 ID:cqsrS3o8O7y9gSK4COziizz7CV5-KDdJDTEu59?LHo_nEP3lJ3Qs19yllWzDOqwYPxz6PeL S LOAD CASE(S) Standard Concentrated Loads (ID) Vert: 3=-33(F=-17, B=-1 7) 8e.35(Fe.18, B=.18) 12=60(F=30, B=30) 13=-170(F=-76, B=-94) 15=-1(F=-2, B=1) 18=-69(F=-32, B=-37) I ,& WARNTNG . Vcrif d&gn parwned&rya and READ NOThS ON TIIS AND I)JCWDBD MIII?K REFERBWE P4(W t4Tt747J PJIWORB USE. I Design valid for use only with Mitch connectors. This designs based only upon parameters shown, and is loran indlvidual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the ieI I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/IPIl Quottty, CrIteria. 059-89 and BCSI BuildIng Component 7777 oeeflucis Lane, Suite 109 I I Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95810 I If Southern Pine (SP or 5Pp) ilumboria specified the design values are those effective 0E0I!2012 by ALSC or proposed by SPIB, S Job Truss Truss Type Qty Ply 1373 Magnolia R34684649 1373_MAGNOLIA_AVE CGS Diagonal Nip Girder 2 1 Jab Reference (oolionalil BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:04 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-dFCYaDAK6LxP25_OrBenLVFFO9_nNwLZZBDbs1z6eJ1 -2-9-15 4-10-4 9-9-Il 2-9-15 4-10-1 1 4 4-10-14 S.I.• 5:27.5 SrI ii 4 5 a 1510 exs = 4-15-54 9.9,5 a-aT/I 4-10-14 4-10-9 e48 Plate Offsets (X,Y): I4:0-3-9.Edgel. 18:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.60 Vert(LL) -0.11 8-9 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.16 7-8 >718 240 BCLL 0.0 • Rep Stress Incr NO WB 0.77 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code 1BC20091TP12007 (Matrix-M) Wind(LL) 0.10 7-8 >999 240 Weight: 53 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-10oc purlins, except BOT CHORD 2 X 4 DF No.1&BtrG end verticals. WEBS 2 X 4 OF Stud G*Except* BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. 2-9: 2 X 6 DF No.2 G, 4-7: 2 X 4 DF No.1&Btr G Fb e allation Tek recommends that Stabilizers and required cross bracing installed during truss erection, In accordance with Stabilizer guide. REACTIONS (lb/size) 9=1014/0-4-9 (mm. 0-1-8), 7=1432/Mechanical Max Horz9=88(LC 3) Max Uplift9=-426(LC 3), 7-819(LC 4) Max Grav9=1245(LC 10), 7=1433(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 29=_1018/488, 2-10=-1686/861, 1011=1669/861, 3-11=-1665/860, 3-12=-317/171, 4-7=-288/90 BOT CHORD 9-14=-209/366, 8-14=-209/366,8-15=-866/1629.15-16=866/1629.16-17=-866/1629, 7-17=-866/1629 WEBS 2-8=-931/1614, 3-8=-188/734, 37=_1655/830 NOTES Wind: ASCE 7-05; 85mph: TCDL=8.4p5f; BCDL=6.opsf; h=251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOLe1.00 plate grip DOL=1.00 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. oOfESS/0 Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb up at 2-9-8, 29 lb up at 4q, 2-9-8, 10 lb down and 18 lb up at 4-2-8, 347 lb down and 328 lb up at 5-7-7,39 lb down and 23 lb up at 5-7-7, and 21 lb down and ,_ SOON <' 24 lb up at 8-4-5, and 96 lb down and 32 lb up at 8-5-6 on top chord, and 245 lb down and 13 lb up at 2-9-8, 245 lb down and 13 lb 0 up at 2-9-8, and 385 lb down and 367 lb up at 5-7-7, and 585 lb down and 439 lb up at 8-4-5 on bottom chord. The design/selection CID ' - of such connection device(s) Is the responsibility of others. 'rn - In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LU 074486 rn LOAD CASE(S) Standard P. 12-31 1) Regular: Lumber Ina'ease=1.25, Plate lncreasee1.25 * _r * Continued on page 2 OF 14,2012 WARNING . Verifid d&gys p mefenTn and RBAD MOThS ON ThIS AND INC(.UDED Mill/K REFERENCE PAGE MTh747rJ 81/FORE USE. I Design valid for use only with Mifek connectors. This design is based only upon parameters shown. and is loran Individual building component. I Applicability of 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 temporary bracing to insure stability during construction is the responsibillity, at the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I. M iTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSIiTPIl Qea5Iy Criteria, DSB-89 and SCSI Building component I mi Greenback Lane, Suite 109 Safely tniornratton available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. I Citrus Heighis. CA, 95610 If Southern Pine (SP or SPp) Fumberia specified the design values are those effective 08m1I2012 by ALSO or proposed by SPIS. I Job Truss Truss Type Qty Ply 1373 Magnolia R34584649 1373—MAGNOLIA—AVE CG8 Diagonal Hip Girder 2 1 Job Reference footionahil BMC, Indio, CA , 92203 7.250 s Aug 252011 MiTek lndustties, Inc. Wed Jun 13 14:38:04 2012 Page 2 fD:cqsrS3o807y9gSK4COziizz7CV5-dFCYaDAK6LxP25_OrBenLVFFO9_nNwLZZBDbs1z6eJ1 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2u-68, 24=-68, 45e28, 6-9=-20 Concentrated Loads (lb) Vert: 10=58(F=29, B=29) 11e_10(F) 12=-386(F=-39, B=-347) 13e-117(Fe.98, Be21) 1421(Fe10, Bob) 15-385(B) 17-585(B) S I LARNTNG . Ver-Iftj dcügn p nrederrs aszdRlMl) NOTES ON TWIS AND INCLUDED MITER REFERENCE PAGE MTI-747J BEFORE (R I Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and Is for on individual building component. I Applicability of design parameters and proper incorporolior, of component Is responsibility of building designer- not truss designer. Bracing shown i Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the respamibillity of the erector. Additional permanent bracing of the overot structure Is the responsibility of the building designer. For general guidance regarding MiTk I fabrication, qualify control storage, detvery, erection and bracing, consult ANSI/TPtT Qualify Citterla. OSB-89 and BCSI Building Component I7777 Greenback Lane. Suite 109 I Safely lrrle,maften available from Truss Plate Inslilule, 781 N. tee Street, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95810 I if Southern Pine (SP arable tumberia specified, the design vaiaes are those effective 0011flOt2 byALSC or proposed by SRO. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684658 1373—MAGNOLIA—AVE CJ9 Jack-Open Truss 1 1 Job Reference (ootionalt BMC, Indio, GA, 92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 1314:38:21 2012 Page 1 ID:cqarS3o807y9gSK4COziizz7CV5-dtMs_81 N?6Z4_bingKGSmX4SFs?seslT3TLr_xYz6eIm .2-0-0 6-11-3 I 2.0-0 6.11.3 Suole • 1:21.6 I5u4 Ii LOADING (psf) SPACING 2-0-0 CSI DEFL in (l c) 1/defi L/d TCLL 20.0 Plates Increase 1.25 - TC 0.23 Vert(LL) -0.12 6-9 >668 360 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.22 6-9 >369 240 BCLL 0.0 * Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matnx.M) Wind(LL) 0.02 6-9 >999 240 PLATES GRIP MT20 220/195 Weight: 25 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOTCHORD 2X4DFNo.1&BtrG BOTCHORD WEBS 2X4DFStudG REACTIONS (lb/size) 4=-804/Mechanical, 2=455/0-3-8 (mm. 0-1-8),6=1093/Mechanical Max Horz2=96(LC 9) Max tiplift4=.824(LC 7), 2=-362(LC 9), 60-108(LC 10) Max Grav4=102(LC 10), 2790(LC 8), 6=1118(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1022/885, 3-4=-287/53 BOTCHORD 2-110=-208/1116,2-11 1=-878/878,6-11=-460/446 WEBS 3-6=-1053/137 Structural wood sheathing directly applied or 640-0 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 5.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-11-3 for 144.3 plf. LOAD CASE(S) Standard 2 I WIJRNTNG . Verib des4pi paranrelevw asndRBAfl M)ThS ON ThIS AND INCL W)EDIIIITEK REFERENCE PAGE WI-747J BEFORE US&I Design valid to, use only will, Mitek connectors. This design is based only upon parameters showr and is to, an individual building component. I III Applicability at design parameters and proper incorporation of component is responsibility at building designer- not truss designer. Bracing shown I Is for lateral support at Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility at the erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding I Mflek I fabrication, quality control, storage, deruvery, erection and bracing, consult AN511TP11 Quality Criteria. 059-89 and BCSI Building Component I7777 Greenback Lane, Suite 109 I Safety Information avatoble from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Ateuandria, VA 22314. I If Southern Pine (SP or SPp) lumberis specified, the design values are those effective 050112012 by ALSC or proposed by 5P18. Citrus Heights. A. 95610 Job Truss Truss Type Qty Ply 1373 Magnolia R34884862 11373—MAGNOLIA—AVE CJ13 Jack-Open Truss 1 1 Job Reference (optional) BMC, India, CA -92203 7.250 s Aug 252011 MiTeic Industries, Inc. Wed Jun 13 14:38:07 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-1 qthCECDPGJ_wY]zWKClJy8tqKM4xsSN?F9SFSMz6eJ_ 6-11-3 6-11-3 S.I.• 1:21.6 W ii 214 ll LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.12 5-8 >639 360 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.25 5-8 >323 240 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix-M) Wind(LL) 0.03 5-8 >999 240 PLATES GRIP MT20 220/195 Weight: 22 lb FT = 20% S LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2X4DF Stud G REACTIONS (lb/size) 1=352/0-3-8 (mm. 0-1-8), 5=47/Mechanical, 2=216/Mechanical Max Harz l=61(LC 10) Max Upliftl=-314(LC 9), 5-93(LC 15), 2-160(LC 10) Max Gravl=686(LC 8), 5=303(LC 19), 2=342(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1393/885 BOT CHORD 1-10=-307/1515, 1-11 =871/871 5-11=-4511454 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Linstallalion guide. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.opsf; h=25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 106-11-3 for 144.3 plf. LOAD CASE(S) Standard CO LU 074486 rn * EXP. 12- 1-13 * l_ OFrA June 14,2012 WARNING . Verlf/ dan(gre pararrdlem end READ NOTISS ON IRIS AND INCLUDED MIU?K REFERENCE PAGE lrll!-7471 813F)RE (& I Design valid for use only with MIrek connectors. This design Is based only upon parameters shown. and Is loran Individual building component. I Applicability of design parameters and proper Incorporation 01 component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support 01 Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility at the erector. Additional permanent bracing 01 the overall structure Is the responsibility 01 the building designer. For general guidance regarding i M ilek* labsicotlon, quality control, storage, delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-8V and SCSI tuildtnit Component I7777 Greenback Lane, suite io Solely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexondrla, VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0810112042 by ALSC or proposed by SPIB. Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 1373 Magnolia R34684669 1373—MAGNOLIA—AVE CJ20 Jack-Open Truss 4 1 Job Reference (optional) BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:12 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-OnhaFyGLDoxG0KbxJtnffBbjQNthFjIkPR907Zz6elv -2-0-0 I-il-il 2.0-0 1-11-11 5tr: Sc.; 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/TP12007 CSI TC 0.21 BC 0.14 WB 0.00 (Matrix) DEFL in (lc) t/defl L/d Vert(LL) -0.00 5-6 >999 360 Vert(TL) -0.00 5-6 >999 240 Horz(TL) -0.01 3 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 220/195 Weight: 10 lb, FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1 -11 -11 oc purlins, BOT CHORD 2 X 4 OF No.1 &Btr G except end verticals. WEBS 2 X 4 OF Stud G 80T CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=320/0-3-8 (mm. 0-1-8), 5=-1 /Mechanical, 3=-li/Mechanical Max Horz6=46(LC 3) Max Uplift6=-58(LC 3), 51(LC 1), 3=-I 1(LC 4) Max Grav8=397(LC 8), 5=265(LC 9), 311(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=282/75 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25tt; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=11.00 This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. • 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 June 14,2012 WARNTNG . VeriJj design pwwne1en-s qnedRlMD MOThS ON TI/IS AND INCLUDED MINK REFERENCE PAGE MTI-747J BEFORE USE, I i Design valid for use only with MtTek connectors. This design is based only upon parameters shown, and is loran Individual building component. I I Applicability at design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown I 10, Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility, of the I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i Mulek tobsicatlon, quality control, storage, delivery, erection and bracing, consult ANSI/Tnt Quality Criteria, DSB-89 and BCSI Bu5dtng Component I 7177 Greenback Lane. Suite 109 I Safely tnternratten available from Truss Rate Institute. 781 N. Lee Street, Suite 312. Alexandrta, VA 22314. I If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0810812012 by ALSC or proposed by SPIB, Citres Heights, CA. 95610 Job Truss Truss Type Qty Ply 1373 Magnolia R3.4684670 1373_MAGNOLIA_AVE CJ21 Jad-Open Truss 1 1 Job Reference (ootionall BMC, Indio, CA -92203 7.250 sAug 252011 Milek Industries, Inc. Wed Jun 13 14:38:13 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-szFyTIHz_637eTA7saIuCP7q1n8m_9Zud5vZf?z6elu 3-11-5 3-11,11 2-04) 3-0-0 0-11-5 5I. • 120.0 1.554 ii, 3.0-0 3-0-0 3-Il'S 3-liril 0-Il-S 5-8-8 Plate Offsets (X.Y): 16:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.05 6-7 >824 360 MT20 220/185 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.07 6-7 >636 240 BCLL 0.0 * Rep Stress Incr NO WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code 1BC2009/1P12007 (Matrix) Wind(LL) 0.05 6-7 >827 240 Weight: 22 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2 X 4 OF No.1&Btr G except end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. lek recommends that Stabilizers and required cross bracing Installed during truss erection, in accordance with Stabilizer r In stallation guide. REACTIONS (lb/size) 7=536/0-3-8 (mm. 0-1-8), 4=415/Mechanical, 5=405/Mechanical Max Horz7=62(LC 3) Max Uplift7=-212(LC 3), 4=-327(1-C 3), 5=-355(1-C 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 27=405/142 WEBS 3-6=405/415 NOTES Wind: ASCE 7-05; 85mph; TCOL=8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 875 lb down and 839 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied 10 the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2468, 5-7=-20 Concentrated Loads (Ib) Vert: 6=_875(B) OFESSI Soo rn OF 142012 WARNTNG . Verify &n/gn pw-enndes-s and REM) NOM ON ThUS AND INCLUDED Mill/K REFERENCE PAGE MTI'74 7sf BEFORE US&I Design valid for use only with MOck connectors. This design 6 based only upon parameters shown, and Is for an Individual building component. I Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I I Is tar lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillily of the I I erector. Additional permanent bracing of the overall structures the responsibility of the building designer. For general guidance regarding i MiTek I fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTPI1 Quality Criteria, DSS-89 and SCSI Building Component I 7777 Greenback Lane, Suite 100 I Safely Information available from Truss Plate institute. lOt N. Lee Sheet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 85610 If Southern Pine ISP or SPp) lumber is Specified, the design values are those effective 08101/2042 by ALSC or proposed by 5P18. S Job Truss Truss Type Qty Ply 1373 Magnolia R34684671 1373-MAGNOLIA-AVE CJ22 Jack-Open Truss 2 1 Job Reference (optional) BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:13 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-szFyTlHz_637eTA7saluCP7uAnC7_6Nud5vZf?z6e1u I -2-0.0 3-0-0 5-I5-9 5.1q115 2-0-0 3-0-0 2-15-a 040 S.I.• 3X4 =5 1.554 II 0.10-9 5Iq,Is 3-0-0 548 2-10-9 Plate Offsets (X.Y): 1660-1-0.0-1-81. 17:0-3-9.0-3-01 LOADING (psi) SPACING 2-0-0 CSI DEFL In (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.02 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.03 7-8 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.27 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 32 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD BOTCHORD 2X4DFNo.1&BtrG WEBS 2 X 4 OF Stud G BOT CHORD REACTIONS (lb/size) 8=834/0.38 (mm. 0-1-8), 4=89/Mechanical, 6=605/Mechanical Max Horz8=79(LC 3) Max Uplift8=-424(LC 3), 4=-23(1_C 3), 60-427(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-801/431, 2-3=-808/552 BOT CHORD 7-10=-543/720, 6-10=-543/720 WEBS 3-7=-616/669,2-7=-5281765, 3-6=-920/694 Structural wood sheathing directly applied or 5-10-15oc puffins, except end verticals. Rigid ceiling directly applied or 9-0-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4ps1; BCDL=6.opsf; h=25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOLe1.00 This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 876 lb down and 839 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (pIt) Van: 12=68, 2-4=-68, 58e20 Concentrated Loads (lb) Vert: 7=-876(F) OFESSi0 oSOO rn 074486 M 1\. OF June 14,2012 WARWING . Vcrlftj denlgn pwomederm and R(MD N07W ON ThIS AND I?JCLUDED MITK REFEREME PAGE MTI-747J BBF'ORE UM I Design valid for use only with Mirek connectors. This design is based any upon parameters shown, and is for on Individual building component. I Applicability, of design parameters and proper incorporation at component Is responsibility at building designer - not truss designer. Bracing shown I Is for lateral support at Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity at the I erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding i IVhTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DS8-89 and BCSI Building Component I7777 Greenback Lane, suite isa Safety InformatIon available from Truss Plate institute. 781 N. Lee Street, Suite 312, Alenandria, VA 22314. I cents Heights, CA, 95610 If Southern Pine {SP or SPp) lumber is specified the design values are those effective 0810112042 by ALSC or proposed by 5P18. I Job Truss Truss Type QIy Ply 1373 Magnolia R34684672 1373_MAGNOLIA_AVE CJ23 Jack-Open Truss 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.250 sAug 252011 MiTek Industries, Inc. Wed Jun 1314:38:142012 Page 1 lD:cqsrS3o807y9gSK4COziiz7CV5-KAoKgeIdPB_FdIJQIq7l3ZBWtjdn1sIe7BSz6elt -2-0-0 3-11-11 I 20.0 3-11-lI srel. • 1.O 3-il-li LOADING (psf) SPACING 2-0-0 CSI DEFL In (lc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.04 4-5 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.06 4-5 >809 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code 1BC2009/TPl2007 (Matrix) Wind(LL) 0.00 4-5 >999 240 Weight: 15 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purtins, BOT CHORD 2 X 4 OF No.1 &Btr G except end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=358/0-3-8 (mm. 0-1 -8), 3=91/Mechanical, 4=31/Mechanical Max Horz5=62(LC 3) Max Uplift5=-42(LC 3), 3=-15(LC 3) Max Grav5=425(LC 8), 3=91 (LC 1), 4=288(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-314/71 NOTES Wind: ASCE 7-05; 85mph; TCOL=8.4p5f; BCDL=6.Opsf; h=251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber OOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconctirrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcun-ent with any other live loads. LOAD CASE(S) Standard 42012 W.ARNTNI2 . Ver/ftj dos/go przro.mafer'm amdR&D NOTES ON TEJE AND INC UJVBD MITEK REFRRBNCE PAGE MTI-7473 BEFORE &A8. I Design valid tar use only with Mlrek connectors. This design Is based only upon parameters shown. and is for an individual building component. I Applicability Cl design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support 01 Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i M iTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPli Quality Criteria. OSB-89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 95810 If Southern Pine (SP or Split) lumber is specified, the design values are these effective 08/01/2012 by ALSC or proposed by 51118. I j Job Truss Truss Type Qty Ply 1373 Magnolia R34684673 1373—MAGNOLIA—AVE CJ24 Jad-Open Truss 1 1 Job Reference (optional) BMC, Indio, CA, 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:14 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-KAoKgeldPB_FdlJQIq7lcg1 kBSgjdnl aIe7BSz6elt I -2-0.0 I s-Il-si 2-0.0 5.11.11 S.I. • 5 354 II LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) l/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 4-5 >485 360 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.24 4-5 >285 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.10 3 n/a n/a BCDL 10.0 Code 1BC2009/1P12007 (Matrix) Wind(LL) 0.02 4-5 >999 240 PLATES GRIP MT20 220/195 Weight: 21 lb FT = 20% LUMBER BRACING TOPCHORD 2X4DFNo.1&BtrG TOPCI-tORD BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2X4DFStudG BOTCHORD REACTIONS (lb/size) 5=431/0-3-8 (mm. 0-1.8). 3=165/Mechanical, 4=60/Mechanical Max Horz5=79(LC 3) Max Uplift5=.33(LC 3), 3=-28(LC 3) Max Grav5=466(LC 8), 3=165(LC 1), 4311(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.5=.376/77 Structural wood sheathing directly applied or 5-11-11 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 ocbracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. NOTES Wind: ASCE 7-05; 85mph; TCDL8.4psf; BCDL6.opsf; h=251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumbar DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated toad of 250.01b live and 5.01b 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 S WARNTNG .. Yes-iftj dee/ga paru.rns'rlere and RI'MD NOTES ON ThUS AND INCtW)PJ) ADTSK REFERENCE PAGE !rlil-747J BEFORE USE. I Design valid for use only with Miliek connectors. This design is based only upon parameters shown, and is tor on 5.rutdual building component. I Ifit Applicability at design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility at the I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i MiTek fabrication. quality control, storage, delivery, erection and bracing, consult ANSt/TPI1 Quality Criteria, 058-89 and SCSI Building Component I7777 oflsCs Lane, Suite 109 Safety Information available from Truss Plate institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 95610 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 00191/2042 by ALSC or proposed by SRO. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684674 1373—MAGNOLIA—AVE CJ25 Jack-Open Truss I Job Reference (optional) BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:15 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-oMMitzJEJrtnKW_?LMHqCBlav3S4185POgjuz6els 1-8-8 I I 1-8-8 3-11-11 5m1 • 1:24.5 4 8-4 II l.a-a 2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 34 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 2 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.00 34 >999 240 Weight: 12 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc puffins, except BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=144/Mechanical, 2164/Mechanical, 3=95/Mechanical Max H0r74°47(LC 3) Max Uplift2=-32(LC 3), 3=-29(1_C 3) Max Grav4=324(LC 8), 2e164(LC 1), 3303(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Wind: ASCE 7-05; 85mph; TCDL8.4psf; BCDL=6.Opsf; h=251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOLa1.00 plate grip DOL=1.00 This truss has been designed fore 10.0 psf bottom chord live toad nonconcurrent with any other live toads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated toad of 250.01b 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 SOO 05 wj4-O74486 O\rn rn \ EXP. 12- 1-13 OFC iJune 142012 IA WARNING . Yen/ft3 (ks/gn Parameters aietiRBAD NOTES ON IRIS AND INCtUVBD MITEK REFERENCE PAGE MTK-7473 BEFORE USE. I Design valid for Use only with MiTch connectors. This design is based only upon pororneten shown, and is loran individual building component. I II Applicability of design parameters and proper incorporation 01 component is responsibility of building designer - not truss designer. Bracing shown I I is for lateral support at individual web members only. Additional temporary bracing to Insure stabitty during construction is the responsibility at the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i M ilek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPIl Quality CriterIa. DSS-89 and SCSI Building Component I 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute. 781 N. lee Sheet. Suite 312, Aleuond,io, VA 22314. I Citrus Heights, CA, 95610 I If Southern Pine ISP or SPp) lumber it specified, the design values are those effective 08/0112042 by ALSC or proposed by SF18. I S Job Truss Truss Type Qty Ply 1373 Magnolia R34684675 1373—MAGNOLIA—AVE CJ26 Jack-Open Truss 1 1 Job Reference (optional) BMC, India, CA, 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:16 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-GYw55JJsH1 SiVxviYjsbqllRr_FlBXtrtKK37OGKz6elr I --a 1-8'8 I-Il-Il S.I. • 5.20.3 2u4 11 4 Z.4 11 I-fl-it 3 I - LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) Wind(LL) 0.00 3-4 s-999 240 Weight: 9 lb FT a 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc pusltns, except BOT CHORD 2 X 4 OF No.1 &Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=120/Mechanical, 2=107/Mechanical, 3=40/Mechanical Max Horz4=30(LC 3) Max Uptift2=-23(LC 3), 3_9(LC 3) Max Grav4=314(LC 8), 2107(LC 1), 3=280(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4ps1; BCOL=6.opsf; h251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated toad of 250.01b 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 OFESSi0 so 07 rn *\ /EXP. 12-31,1a I OF 14,2012 WARNING Verlflj dice/go pw-amctera and READ NOTES ON TEIS AND INCUJDRI) 51115/K REFEREME PAGE NTK-747J BE/PORE US& I Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. I Applicability 01 design parameters and proper incorporation at component Is responsibility at building designer - not truss designer. Bracing shown I Is for lateral support of Individual web members only. Additional temporary beading to Insure stability during construction is the responsibility, of the I erector. Additional permanent bracing 01 the overall structure Is the responsibility of the building designer. for general guidance regarding i MiTk fabrication, quality cantrol, storage, delivery, erection and bracing, consult ANSufTPI1 Quality Criteria, DSB-89 and SCSI Building Component I 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95610 11 Southern Pine (SP or SPy) lumber is specified the design values are those effective 95/0112012 byALSC or proposed by SPlB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684676 1373_MAGNOLIA_AVE CJ27 Jack-Open Truss 1 1 Job Reference (optianal) BMC, India, CA, 11203 7.250 SAU9 25 2011 MiTek Industries, Inc. Wed Jun 13 14:38:16 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-GYw55JJsN1 SiVxv[YjsbqllSm_GmBXHKK37DGKz6elr I i-a-a 2-8-3 I 1-8-8 0-li-lI S.I. .118.2 LOADING (psi) 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/TP12007 CSI TC 0.06 BC 0.13 WB 0.00 (Matrix) DEFL in (lc) 1/defi L/d Vert(LL) -0.00 3-4 >999 360 Vert(TL) -0.00 3-4 >999 240 Horz(TL) 0.01 2 n/a n/a Wind(LL) 0.00 4 >999 240 PLATES GRIP MT20 220/195 Weight: 8 Its FT e 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc puilins, except BOT CHORD 2 X 4 DF No.1 &Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=96/Mechanical, 2=78/Mechanical, 3=25/Mechanical Max Horz4=21(LC 3) Max Uplift2=-18(LC 3), 3=-2(1_C 3) Max Grav4=304(LC 8), 2=78(LC 1), 3=274(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. This truss has been designed for a live toad of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumbar members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. This truss Is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 ww5rrtio .. v4Jrj daigrt powwnerierm a,sdRMD NOTES ON ThIS AND INCUfvRD 8OITEK REFERB?KE FADE MIT-747U BEFORB W,B I Design valid tar use only with Mtlek connectors. This design is based only upon parameters shown, and is for on issdivtduoi building component. I Mu Applicability of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. 8racing shown Is for lateral support of individual web members only. Additional temporary bracing to Irrsuse stability during construction Is the responslbiilily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I M iTek fobrlcotion, quality control, storage, delivery, erection and bracing. consult ANSIITPil Quality Criteria, DSB-89 and SCSI Building Component I ii Greenback Lane, suite 109 Safety Information available from Truss Plate Inslitule, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 95610 If Southern Pine (SP or 5Pp) lumber is specified, the design values are those effective (J8/Uh!2'J'12 by AISC or proposed by 51118. I 3-7-a 2-a-? 2-9-7 BMC, Indio, CA -92203 SI 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:23 2012 Page 1 ID:cqarS3o807y9gSK4COziizz7CV5-ZvrkZjPFdAKiq0x2ShUEcWYgpSeKbEMxeK5?Qz6alk 2.0-0 Job Truss Truss Type City Ply 1373 Magnolia R34684677 1373—MAGNOLIA—AVE Dl COMMON TRUSS . 1 1 Job Reference lootionall 'rsrpvI.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) i/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.11 5-7 >999 360 TCDL 14,0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.25 1-8 >583 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code 1BC2009/TPl2007 (Matrix) Wind(LL) 0.02 7 >999 240 PLATES GRIP MT20 220/195 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2 X 4 OF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2X4DFStudG REACTIONS (lb/size) 1=1677/0-5-8 (mm. 0-2-0),5=125910-5-8 (mm. 0-1-8) Max Horzl=-126(LC 15) Max Uplift5=_39(LC 12) Max Gravl=1849(LC 8), 5=1431 (LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-40c purlins. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12=3650/0, 2-3=-3275/0, 34=2650/0, 4-5=-3051/0 BOT CHORD 1-9=0/3368, 9-10=0/3466, 1011=0/3466,1112=0/3466, 8-120/3466, 8-13=-37/2428, 13-14=-3712428, 7-14=-37/2428,7-15=0/2818,15-i6=0/28i8,16-17=0/2818, 5-17=0/281 8 WEBS 3-7=0/1388, 3-8=0/1421 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. Ii; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated toad of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 500.0 plf. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 398 lb down at 0-9-4, 398 lb down at 2-9-4, 398 lb down at 4-9-4, 402 lb down at 6-94, and 327 lb down at 8-9-4, and 279 lb down at 10-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(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 OFESSio, soo rn -O74486 'i *\ /7"'. 12-3j J OF S 14,2012 tVARNTNG Vcriftj d/gn pwwncil era a,sdRUI) ?JOTh8 ON 37/IS AND INCtUDB.L) MIT1K REFRRBTE PAGE MIT-747J BEFORE ELSE I MI Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and is loran Individual building component. I Applicability at 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 temporary bracing to Insure stability during construction is the responsibility at the erector. Additional permanent bracing of the overall structure is the responsibility 01 the butding designer. For general guidance regarding i MiTk fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component I iii Greenback Lana, Suite 109 Safety Irrlernsaften available from Truss Plate Institute, 791 N. lee Street. Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95610 IT Southern Pine ISP or SPp) lumber is specified, the design values are those effective 00IE0I2 by ALSC or proposed by SPIB, I Job Truss Truss Type Oty Ply 1373 Magnolia R34584677 1373_MAGNOLIA_AVE Dl COMMON TRUSS 1 Job Reference (potionalt BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:23 2012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-ZvrkZjPFdAI<iq0x2ShUEcVYYgpSeKbEMxeK5?Qz6elk LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-398(B) 9e398(8) 12=-398(B) 14-287(B) 15=-149(B) 17=-62(B) , WARNTNQ . VerIfi darrgn parmera rood READ NOTISS ON ThIS AND INCUJVPJJ 811111K REFEREPKE PAGE MTI-747J WORE USE I Design valid for use only with Mltek connectors. This design is bared only upon parameters shown, and is loran Individual building component. I Id Applicability at design parameters and proper Incorporation at component Is responsibility at building designer - not truss designer. Bracing shown I Is tar lateral suppori at Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilIty at the I erector. Additional permanent bracing of the overall structure Is the responsibility of the butding designer. For general guidance regarding i IV1iTk fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Citfesta. DSB-89 and SCSI Building Component I 'iii Greenback Lane, Suite 109 Satnty Infermotlen available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Ateuandrlo, VA 22314. I U Southern Pine (SP or Split) tumberis specified5 the design values are those effective 0810112012 by ALSC or proposed by SPIB. Citrus Heights. CA, 95610 S Job Truss Truss Type Qty Ply 1373 Magnolia R34684678 1373_MAGNOLIA_AVE D2 Common Truss 1 1 Jab Reference (ootionall 8MG, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:24 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-15P6m2QlOUSZSAWE0O?T9j4lYDsN37OW9l3eYlz6etj -2-0-0 52-55.0 I I 2-0-0 6-5-0 6-5.0 2.0.0 Susie • 127.9 5-s = LOADING (psf) SPACING 2-0-0 CSI DEFL in (l c) 1/defi Lid TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.13 4-6 >999 360 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.21 4-6 >709 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Wind(LL) 0.01 4-6 >999 240 PLATES GRIP MT20 220/195 Weight: 45 lb FT = 20% S LUMBER TOPCHORD 2X4DFNo.1&BtrG BOTCHORD 2X4DFNo.1&BtrG WEBS 2X4DFStudG REACTIONS (lb/size) 2=699/0-5-8 (mm. 0-1-8),4=699/0-5-8 (mm. 0-1-8) Max Horz2=-40(LC 6) Max tiplift2=-31(LC 3), 4=-31 (LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-951/0, 3-4=-951/0 BOT CHORD 2-7=0/836,6-7=0/836, 6-8=0/836, 4-8=0/836 WEBS 3-6=0/392 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puslins. BOT CHORD Rigid ceiling directly applied or 1 0-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25tt; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any.other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 5.olb dead located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard (OFESSI CO Soo 05P G) LU 074486 rn W ~123 1 14,20 12 WAPJJTNG . Verify dornign pararnsnferm arxdRBAD !tlOThS ON TflS AND INCLUDBD MJT6/K REFERENCE PA GE fi1U747J BEFORE USE I Design valid to, use only with Mlrek connectors. This design is based only upon parameters shown, and is loran Individual building component. I Applicability at design parameters and proper Incorporation at component is responsibility at building designer - not truss designer. Bracing shown I Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility at the I erector. Additional permanent bracing of the overat structure is the responsibility 01 the building designer. For general guidance regarding i fyi iTek fabrication. quality control storage, derrvery, erection and bracing, consult ANSI/TPIS Quality Criteria. DSB-89 and SCSI Building Component I7777 orefl6s Lane, Suite 109 Safety Information available from Truss Plate InstItute, 781 N. lee Street. Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95610 If Southern Pine (SP or Slip) lumber is specified the design values are those effective 06/01/2012 by ALSC or proposed by SPl8. I 4x8 = 4s12 = .sxiu It DX1 - exit - 9 6 4512 = 4.00 Job Truss ss Type Qty Ply IT'u 1 1373Magnolia R34884879 1373_MAGNOLIA_AVE 03 lip Truss 1 1 Job Reference (optional) BMC, India, CA. 92203, r 7.250 a May 11 2011 MITek Industries. Inc. Thu Jun 1407:20:172012 Page 1 10:cqsrS3o8O7y9gSK4COziizz7CV5-ABasBzwfggBGcZrk3taf74HeE7P?8LUc7CD3v7z6PdS -2-0-0 4-2-15 f7 6-5-0 8-2-9 §-7-1 12-10-0 14-10-0 2-0-0 4-2-15 6-4-8 1-9-9 1-9-9 6-4-8 4-2-15 2-0-0 Scale = 1:28.2 LOADING (psf) SPACING 2-0-0 CSI DEEL in (lc) lldefl L/d TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.06 9 >999 360 TCOL 14.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.19 9 >787 240 BCLL 0.0 • Rep Stress Incr NO WB 0.15 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 . Code 1BC2009/TP12007 (Matrix) Wnd(LL) 0.03 9 >999 240 PLATES GRIP MT20 220/195 Weight: 62 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2X6OFSSG WEBS 2X4DF Stud G REACTIONS (lb/size) 2=1113/0-3-8 (min. 0-1-8),6=1126/0-5-8 (mm. 0-1-8) Max Horz 2=33(LC 5) Max Uplift 2=-43(LC 5), 6=-45(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-70c pullins, except 2-0-0oc purtins (4-3-7 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer LInstallation guide. FORCES (ID) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2547/0, 3-11=-2360/0, 11-12=-2360/0, 4-12=-2360/0, 413=_2329/0, 13-14=-2329/0,5-14=-232910,5-6=-2521/0 BOT CHORD 2-15=0/2403,10-15=0/2403,10-16=0/2972,16-17=0/2972, 17-18=0/2972, 9-18=0/2972, 9-19=0/2972, 19-20=0/2972, 20-21=0/2972, 8-21=0/2972, 8-22=0/2373, 6-22=0/2373 WEBS 4-8=-770/20, 3_10=0/414,5_8=0/421,49=0/405, 410=743/19 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 2 and 45 lb uplift at joint 6. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 lb down and 68 lb up at 4-9-4, 115 lb down and 29 lb up at 6-0-12, and 115 lb down and 29 ID up at 6-9-4, and 166 lb down and 68 lb up at 8-0-12 on top chord, and 156 lb down at 4-7-15.50 lb down at 6-0-12, and 50 lb down at 6-9-4, and 156 lb down at 8-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard - .Vflj des/go paramel. rvedRlMfl NOThS ON ThIS AND INCLUDED iS1'SK REFERENCE PAGE MTI-747J BEFORE USE. I Mu Design valid for use only with MEek connectors. This design is based only upon parameters shown, and Is loran individual building component. I Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiility, of the I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I Milek fabrication, quality, control, storage. deivery, erection and bracing. consult ANSI/TPI1 Quality Criteria. DSB-89 and BCE Building Can.prnnnl I iii Greenback Lane, suite isg Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95610 If Southern Pine SP or Split) lumber is specified, the design values are those effective 08101120-12 by ALSE or proposed by SPIB. I Job Truss Truss Typo Qty Ply 1373 Magnolia R34884879 1373—MAGNOLIA—AVE D3 Hip Truss I Job Reference (ootional) BMC. India, CA - 92203, 7.250 a May 11 2011 MIleS tndusldes, Inc. Thu Jun 1407:20:18 2012 Page 2 ID:cqsrS3o8O7y9gSK4COziizz7CV5-eN8EOlxl-IR_J7EjQwda5uglqp_XIEtokmMszcRaz6PdR S LOAD CASE(S) Standard 1) Regular. Lumber lna'ease=1.25. Plate lncraase=1.25 Uniform Loads (pif) Vert: 1-3=-68, 3-5=-68, 5-7=-68, 2-6=-20 Concentrated Loads (lb) Vert: 11=-16612=11513e_11514..16616e_113(F)18=_25(F)19=_25(F)21=_113(F) [IJ I A WARNING . Veniftj dóJgn pa eased era aed READ NOTES ON TESS AND ThIOLUI)ED MJTISK REFERENCE PAGE 161-74TJ BEFORE ( iI Design valid for use only with MiTeS connectors. This design is based only upon parameters shown, and is loran individual building component. Applicability of 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 temporary bracing to insure stability during construction is the responsibility of the I MuTek erector. Additional permanent bracing of the overall structure is the responsibility of the butding designer. For general guidance regarding . fabrication, quality control. storage. delivery, erection and bracing, consult ANSIITPIl Quality Criteria. DSB-89 and BCE Building Component I 7777 Greenbect, Lane. Suite 109 I Safely Information available from Truss Plate institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. I Citrus Heights. CA. 95810 I If Southern Pine (SP or SPp) lurnberia specified, the design vf ses ore those effective 050112042 byALSC or proposed by SPIB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684680 1373—MAGNOLIA—AVE El Common Truss 1 Job Reference (ootionall BMC, Indio, CA , 92203 7.250 sAug 252011 MiTek Industries, Inc. Wed Jun 1314:38:262012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-zTXtBkR7w5iHhTgd7p1xE8A3t0axXmodcYldz6elh 3-8-4 3-0-0 3-0-0 3-11-12 2-0-0 seers - 1:20.0 5x8 = B as,z— 7s10 I 0-0-4 I 8.04 13-0-0 I 0-11-12 Plate Offsets (X.Y): 1770-5-0,04-81,1970-5-0.0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loG) I/deS Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.08 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.13 7-8 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.90 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.06 8 >999 240 Weight: 80 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purtins, except GOT CHORD 2 X 6 OF SS G end verticals. WEBS 2 X 4 OF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 7-6-20c bracing. 1-9,5-7: 2 X 6 DF No.2 G WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=2011/Mechanical, 7=213010-3-8 (mm. 0-2-4) Max Horz9=-54(LC 6) Max Uplift9=-817(LC 3), 7=-838(LC 4) Max Grav9=2011(LC 11), 7=2130(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12=620/177, 2-3=-357511700, 3-4=-3574/1703, 4_5=649/i99, 1-9=-325/94, 5-7=-474/146 BOT CHORD 9-10=-1238/2791, 8-10=-i 238/2791,8-11=-i 264/2868, 7-11=-1264/2868 WEBS 3-8=-1023/2096, 2-8=-451/860, 4-8=-3911748, 2-9=-2819/1316, 4-7=-2924/1340 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (tow-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be sufficient to support concentrated load(s) 2827 lb down and 1662 lb up at provided Soo e<<11 6-84 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). rn LOAD CASE(S) Standard ILl 1) Regular. Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (pIt) Vert: 1-3=-68, 3-5=-68, 5-8-68, 7-9-20 L J* ' y 3113 Continued on page 2 C M- 4,2012 WARNING . VerIft denps pararnaf mm and READ NOTFAS ON 17/IS AND INCLUDED MITEK REFERENCE PAGE MTI-747f BEFORE US&I I Design valid to, use only with MiTek connectors. This design Is based only upon parameters shown, and Is to, on Individual building component. I I Applicability of design parameters and proper Incorporation of component Is responsibility 01 building designer - not truss designer. Bracing shown I is for lateral support at Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility at the I erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding I MiTek' I tabitcation, quality control, storage, delivery, erection and bracing, consult ANSt/TPt1 Quality Citterla. 0SB-89 and BCSI Building Component I 7777 Greenback Lane, Suite 159 Safety Information available from Truss Plate institute. 781 N. Lee Street, Suite 312. AlexandrIa, VA 22314. Citrus Heights, CA. 95810 If Southern Pine tSP or SPp) lumber is specified, the design values are those effective 08/01/2012 by ALSC or proposed by SPIB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684680 1373—MAGNOLIA—AVE El Common Truss 1 Job Reference (onliongli BMC, Indio, CA -92203 LOAD CASE(S) Standard Concentrated Loads (ID) Vert: 8=2825(B) 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:26 2012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-zTXtBkR7w5iI1hTgd7p1xE8A3f0axXmodcYldz6elh [IJ WARN7NG verlftt design pw ,mutom =d READ NOTE$ ON 37118 AND INCLUDED 811111K REFERENCE PAGE MTI-747J 13EFORE (RIB. I Design valid for use only with MiTek connectors. This design is based only upon Parameters shown. and Is for an Individual building component. Applicability of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown I MR, I Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction a the responsibility, of the iieie I erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/Tnt Quality Criteria, DSB-89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 I I Safely Intermalton available from Truss Rote Institute. 781 N. lee Street. Suite 312. Alexandra, VA 22314. I Chins Heights, CA, 95810 I If Southern Pine (SP or SPp) Iumbcris apecifted the design values are those effective 08/Ufl2012 by ALSC or proposed by SPIB. I S Job Truss Truss Type Qty Ply 1373 Magnolia R34684681 1373_MAGNOLIA_AVE E2 Common Truss 1 1 Job Reference (ostionall BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:29 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-02C?qmU0D04sYxOCoxbesmobzEcvkNEFJanPD4z6ele I I 158-0 154.0 8-8-4 6-11-12 2.0-0 Susie • 555 = 7 ,=*- 5 455 5.811 6-84 I 8-11-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi tJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.11 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.17 5-6 >934 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Wind(LL) 0.01 6 >999 240 Weight: 67 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, except BOT CHORD 2 X 4 OF No.1&Btr G end verticals. WEBS 2 X 4 OF Stud G Except BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. 1-7,3-5. 2 X 6 OF No.2 G MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=567/Mechanical, 5=749/0-3-8 (mm. 0-1-8) Max Horz7=-54(LC 6) Max Uplift5=-25(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-737/0, 2-3=-742/0, 1-7=-49916, 3-5=-677/66 BOT CHORD 7-8=-141344, 6-8=-14/344, 6-9=0/339, 5-9=0/339 WEBS 1-6=0/447, 3-6=0/473 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCOL=8.4psf; BCDL=6.opsf; he25f1; Cat. II; Exp C; enclosed; MWFRS (tow-rise); Lumber DOL1.00 plate grip OOL=1.00 This truss has been designed fora 10.0 psf bottom chord live toad nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated toad of 250.011a live and 5.01b 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 WARNING . Vcrif das/gn pararneterm aruclRBAD NOTES ON TE/S AND INCUJDBD bItTEN REFERENCE PAGE 89I-7473 BEFORE (ASH. Design valid for use only with MiTch connectors. This design is based only upon parameters shown, and is tar on individual building component. Applicability 01 design parameters and proper incorporation of component Is responsibility at building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity at the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/Trill Quality Criteria, 059-89 and SCSI Building Component Safely Informottan ovotabte from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexonddo, VA 22314. If Southern Pine [SP or 5Pp) lumber is specified, the design values are those effective 08/01/2042 bit AL SC or oronosed bit SF19. Mu MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 S Job Truss Truss Type Qty Ply 1373 Magnolia R34684682 1373-MAGNOLIA-AVE E3 Half Hip Truss 1 1 Job Reference (OotiOnall BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTelt Industries, Inc. Wed Jun 13 14:38:30 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-sFmN 16Ue_KCjA5zOMf6tO_KivlThhOVEWzJWz6eld 15-8-0 I 15-8-0 5-8-0 8-0-0 20-0 Susie • 1:31.2 8-4 II 8-8 = sun = I 8-8-0 I Plate Offsets (X.Y): 15:Edge.0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.15 5-6 >999 360 MT20 220/185 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.25 5-6 >636 240 BCLL 0.0 • Rep Stress Incr YES WB 0.52 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Wind(LL) 0.01 6 >999 240 Weight: 71 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purtins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals, and 2-0-ooc puffins (6-0-0 max.): 1-2. WEBS 2 X 4 DF Stud G Except BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. 3-5: 2 X 6 DF No.2 G JOINTS I Brace at Jt(s): 1 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fin tallation guide. REACTIONS (lb/size) 7=571 /Mechanical, 5=753/0-3-8 (mm. 0-1-8) Max Horz7=_95(LC 6) Max Uplitt5=-27(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-711/0. 35=670I74 BOT CHORD 7-8=0/591, 6-8=0/591, 6-9=0/420, 5-9=0/420 WEBS 2-7=-66410, 3-6=0/376, 2-6=0/333 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (tow-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 24)-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. eOFESSi,-s Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-110d nails. %J4q LOAD CASE(S) Standard rn OF , W41?NTNG•. VerifHj d,. 19. parwrreterm and RIME NOTES ON ThIS AND INCLUDED I11T8.K REFERENCE PAGE MTI-747J BEFORE EASE I Mu Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. I Applicability of design parameters and proper Incorporation at component is responsibility at building designer- not truss designer. Bracing shown Is for lateral support at Individual web members only. Additional temporary bracing to Insure stability durIng construction Is the resporssibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I MiTek fabrication. quality control, storage. delivery. erection and bracing, consult ANStiTPI1 Quality Criteria, DSB-89 and BCSI Building Component I7777 Greenback Lane, Suite ton Safety Information avalloble trom Truss Plate Institute. 781 N. Lee Street, Suite 312. Ateuond,la, VA 22314. I Citrus Heights, CA, 95610 If Southern Plea (SP or SPp) fumberia specified the design values ore those effective 061S'It20$2 by 4LC or proposed by SPl8, I 12 S Job Truss Truss Type Qty Ply 1373 Magnolia R34684683 1373—MAGNOLIA—AVE E4 Half Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:312012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-KRKmESVGleKaoEYbwMd6xBtqT1 GRCDwXmuG(Mzz6elc 13-8-0 158 3-8-0 4-10-4 5-1-12 2-0-0 Smle • .34.2 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 lBC2009ITPI2007 CSI TC 0.80 BC 0.56 WB 0.39 (Matrix) DEFL in (lc) l/defl Ud Vert(LL) -0.14 7-8 >999 360 Vert(TL) -0.22 7-8 >720 240 Horz(TL) 0.01 6 n/a n/a Wind(LL) 0.01 7 >999 240 PLATES GRIP MT20 220/195 weight: 74 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, except BOT CHORD 2 X 4 OF No.1 &Btr G end verticals, and 2-0-0 oc puffins (6-0-0 max.): 1-2. WEBS 2 X 4 OF Stud G GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1 MiTek recommends that Stabilizers and required cress bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=576/Mechanical, 6=750/0-3-8 (mm. 0-1-8) Max Horz8=-112(LC 6) Max Uplift6=-19(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23656/0, 3-4=-32818, 4-6=-351/69 BOT CHORD 8-9=0/361 7-9=0/361, 7-10=0/676, 6-10=0/676 WEBS 28=_537/28, 2-70/497, 3-6=-687/0 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate gnpDOL=1.O0 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. OFESSIQ LOAD CASE(S) Standard SOO CIO G) U.1 74486 M OF June 14,2012 I , WAR.NTNG . Yeriftj design parwn4ers and READ PJOThS ON ThIS AND INCLUI)RD 11i11T?K REFERENCE PAGE !fTI-747J BEFORE USE- I I Design valid for use only with Mttek connectors. This design is based only upon parameters shown, and Is for an individual building component. I Applicability of design parameters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the MiTek erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding I tobrtcotion, quality control storage. doilvery, erection and bracing. consult ANSt/TPI1 Quality Criteria, D5889 and BCSI Building Component . I 'iii Greenback Lane, Suite 109 I Safety information available from Truss Plate Institute, 791 N. Lee Street, Suite 312, Alexandria, VA 22314. I citrus Heights. CA, 95810 I If Southern Pine ISP or SPis) lumber is snecified, the destn values are those effective 08/0112012 by ALSE or groposed by SPIB. I Job Truss Truss Type City Ply 1373 Magnolia R34684884 1373—MAGNOLIA—AVE E5 Half Hip Truss 1 1 Job Reference lootionall BMC, India, CA -92203 - 7.250 sAug 252011 MiTek industries, Inc. Wed Jun 1314:38:322012 Page 1 lo:cqsrS3o807y9gSK4COziizz7CV5-odu8SnlMiiNxTRPO7nlJ48LTPQ?oRcoxgwh?Y?3qPz6elb I 1-8-0 I t 13-8-0 I 10-8-0 I 1-8-0 8-10-4 0-1-12 2.0-0 354 Ii 0-5w Susie • 137.5 058 354= 6 5s8= 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 0.80 BC 0.56 WB 0.43 (Matrix) DEFL in (lc) 1/defi L/d Vert(LL) -0.15 7-8 >999 360 Vert(TL) -0.23 7-8 >689 240 Horz(TL) 0.01 6 n/a n/a Wind(LL) 0.01 7 >999 240 PLATES GRIP MT20 220/195 Weight: 77 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals, and 2-0-0 oc puffins (6-0-0 max.): 1-2. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=576/Mechanical, 6=750/0-3-8 (mm. 0-1 -8) Max Horz8=-129(LC 6) Max Uplift6=-13(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-668/0, 3-4=-311/13, 4-6=-315/62 BOT CHORD 7-10=01709, 6-10=0/709 WEBS 2-8=-648/69, 2-7=0/616, 37=_257/77, 3-6=-762/0 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p51; BCDL=6.opsf; h=251t; Cal. II; Exp C; enclosed; MWFRS (low-rise); Lumber OOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b 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. Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 5oFESS,0 LOAD CASE(S) Standard o SOO, ' rn Lij 074486 * EXP. 12- 1-13 * l\_ c June 14,2012 WJIRRTNG Vcr4fid d&grs paramerirra and READ M)ThS ON 17/lEANT) INC WL)RI) Mill/K REFRRBNCE PAGE MTI-74TJ BB'ORE USE I MI Design valid for use only with Milek connectors. This design is based only upon parameters shown. and is loran individual building component. I Applicability of design parameters and proper Incorporation at component is responsibility of building designer- not truss designer. Bracing shown I is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, at the I erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding i M iTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSt/iPt1 Quality Criteria. 055-89 and SCSI Building Component I 7777 Greenback Lane, Suite 109 Safety information avalable from Truss Plate Institute. 781 N. Lee SIred , Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95610 If Southern Pine (Sp or 5Pp) lumberia pacified, the design velaco are those effective 08101012 by ALSC or proposed by SPIB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684685 1373—MAGNOLIA—AVE E6 Monopitch Truss 2 1 Job Reference (optionalt BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:33 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-GqSt.M7XWHFbH lYizi nfa0cyBmrxJg3?qECldMrz6ela 6-10-0 6-15-0 1 2.0-0 Susie • 5.39.6 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 lncr YES Code lBC2009/TPl2007 CSI TC 0.75 BC 0.60 INB 0.67 (Matrix) DEFL In (lc) 1/defi Ud Vert(LL) -0.15 6-7 >999 360 Vert(TL) -0.23 6-7 >691 240 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.01 6 >999 240 PLATES GRIP MT20 220/195 Weight: 73 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c puffins, except BOT CHORD 2 X 4 DF No.1&BtrG end verticals. WEBS 2 X 4 DF Stud G Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5: 2 X 6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=571/Mechanical, 5=753/0-3-8 (mm. 0-1-8) Max Horz7=-145(LC 4) Max UpIift7=-6(LC 4), 5=-9(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-765/0, 3-5=-682/47 BOT CHORD 7-8=0/660, 6-8=0/660, 6-9=0/320, 5-9=0/320 WEBS 2-7=-691/15, 2-6=0/301, 3-6=0/526 NOTES Wind: ASCE 7-05; 85mph; TCDL8.4p5f; BCDL=6.opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip 00L1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - • 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 2-0-0 wide will lit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for buss to truss connections. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 Kj Soo rn Cr \),rTj ):n OF 14,2012 WARNTNG . Verify dca/grs p mafersasniiRSAfl NOTBS ON ThIS AND INCLUDED Mfl'SK REFERENCE PAGE MTI-74 7,1 BEFORE (JSE Design valid for use only with Mifek connectors. This design is based any upon parameters shown, and Is loran individual building component. I Wit Applicability 01 design parameters and proper incorporation at component Is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the I erector. Additional permanent bracing of the overall structure Is the responsibility 01 the building designer. For general guidance regarding i Milek . I tabitcation, quality control storage, detvery, erection and bracing, consult ANSI/IPIl Quality Criteria. DSB.89 and SCSI BuildIng Component I7777 Greenback Lone, Suite 109 I Safely Information available from Truss Plate institute. 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. If Southern Pine (SP or SPp) lumber is specified, the design values are (hose effective 08/8112042 byALSC or proposed by SRO.Citrus Heights, CA. 95810 Job Truss Truss Type Oty Ply 1373 Magnolia R34684686 1373_MAGNOLIA_AVE E7 Monopilcli Truss 2 1 Job Reference (optional) BMC, Indio, CA , 1220:1 7.2505 Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:34 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5k00utTX82Zj8fiH9bVBpZqVMbFHcPWM_SsUAulz6elZ 6.9.10 13.7.10 I iS-7'lO 6-9-10 6-10-0 2-0-0 Safe • :39.7 6-9-10 6.9-tO 13-7.15 6.10.0 Plate Offsets (X.Y): 15:Edcre.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.15 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.23 6-7 >699 240 BCLL 0.0 * Rep Stress Incr YES WB 0.66 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code 1BC2009/TPl2007 (Matrix) Wind(LL) 0.01 6 >999 240 Weight: 73 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, except BOT CHORD 2 X 4 OF No.1&Blr G end verticals. WEBS 2 X 4 OF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. 3-5: 2 X 6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=570/Mechanical, 5=752/0-3-8 (mm. 0-1-8) Max Horz7=-145(LC 4) Max UpIift7-6(LC 4), 5=-10(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-762/0, 3-5=-681/47 BOT CHORD 7-8=0/657, 6-8=0/657.6-9=0/321, 5-9=0/321 WEBS 2-7=-689/15, 2-6=0/301, 3-6=0/522 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.Opsf; h=251t; Cal. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 SOO LIJ /O74486 Q1t ç EXP. 12- 1-13 J/ June 14,2012 WARNING - Veriftj digrs paremeva =d READ M01W ON 17/IS AND INCLUDED ilSl7/K REFERENCE PAGE MII-747J BEFORE USB I Dal'Design valid for use only with MITeS connectors. This design is Dosed only upon parameters shown, and Is for an Individual building component. I Applicability of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity, of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I tabricalion, quality control, storage, derrvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB.89 and SCSI Building Component 7777 Greenback Lane, suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Ateuandrto, VA 22314. Citrus Heights, CA, 95610 If Southern Pine ISP or Shp) lumber is specified, the design values are those effective 08101l2012 byALSC or proposed by SPlE. I S Job Truss Truss Type City Ply 1373 Magnolia R34684687 1373—MAGNOLIA—AVE E8 Monopitch Truss 2 1 Job Reference (oglionall BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wad Jun 13 14:38:34 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-k00utTX82Z8fiH9bVBpZqVMOFGtPU7_SsUAuIz6eIZ a_Is_a I 1341-0 I I 0-10-0 6-10-0 OrG ii S.I. • 1:33.6 LOADING (psi) 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 Incir YES Code lBC2009lTPl2007 CSI TC 0.76 BC 0.66 WE 0.81 (Matrix) DEFL In (lc) 1/defi L/d Vert(LL) -0.16 4-6 >999 360 Vert(TL) -0.28 4-6 >565 240 Horz(TL) 0.02 4 n/a n/a Wind(LL) 0.02 4-6 >999 240 PLATES GRIP MT20 220/195 Weight: 59 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=584/Mechanical, 4=743/0-3-8 (mm. 0-1-8) Max Horz7=-145([C 4) Max UpIift4=-18(LC 4) Max Grav7=587(LC 7), 4=743(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=-107510 BOT CHORD 7-9=0/951,6-9=0/951, 6-10=0/951, 4-10=0/951 WEBS 3-7-957/0, 3-6=0/397 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL1.00 plate grip DOL=1.00 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live toads. LOAD CASE(S) Standard 12 WARNING . V/f design parameleesr smsdRfMD NOTES ON TESS AND INCLUDRD IIIJTBK REFERENCE PAGE MTI-747J BEFORE US.8. I Design valid for use only with Mtrek connectors. This design Is bared only upon parameters shown, and is for on individual building component. I Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i lvi ilek I fabrication, quality control. storage, detivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-Bit and BCSI BetidIng Component I mi Greenback Lane, Suite 109 I Sainty Information available from Truss Plate institute. lOt N. Lee Street. Suite 312. Alexandria. VA 22314. I I If Southern Pine (SF or SPp) lumber it "I specified, the design values are those effective 06101(2042 by ALEC or proposed by SF18. Citrus Heights, CA, 5-5-i e.e.15 BMC, Indio, CA, 92203 1-0-0 5-8-0 35411 uuu= 7.250 a Aug 252011 MiTelt Industries, Inc. Wed Jun 13 14:38:35 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-DCaG4pYnpsr?GssM9Ci2511Xzeco8457hWEkRkz6elY 2.0-0 Job Truss Truss Type Qty Ply 1373 Magnolia R34684688 1373—MAGNOLIA—AVE E9 Half Hip Truss 1 1 Job Reference (optional) LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 a-a-il SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code lBC2009/TPI2007 CSI TC 0.70 BC 0.66 WB 0.25 (Matrix) 7-1-5 DEFL in (lc) 1/defi Lid Vert(LL) -0.17 5-7 >955 360 Vert(TL) -0.28 5-7 >570 240 Horz(TL) 0.02 5 n/a n/a Wind(LL) 0.01 7 >999 240 PLATES GRIP MT20 220/195 Weight: 64 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-70c puulins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals, and 2-0-00c purlins (6-0-0 max.): 1-3. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 1O-O-0 0c bracing. JOINTS 1 Brace at Jt(s): 2 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fin tallation guide. REACTIONS (lb/size) 8=584/Mechanical, 5=743/0-3-8 (mm. 0-1-8) Max HorZ 8=-128(LC 6) Max Up1ift5=_23(LC 4) Max Grav8=587(LC 9), 5743(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-873/0,4-5=-111180/0 BOT CHORD 7-11=0/1067, 5-11=0/1067 WEBS 38=662/59, 3-7=0/812, 47=425/66 NOTES Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p51; BCDL=6.opsf; h=251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ,J0 Design assumes 4x2 (flat Orientation) putiins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. rn LOAD CASE(S) Standard SOO (,-Ojz486 rn OF 4,2012 I ,& WARNING .. VeIf d&gn pw-enartevw and READ ?40ThS ON ThIS AND INC UJDED MITEK REFERENCE PAGE Itlfl-747J BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and Is tar on individual building component. I Applicability of design parameters and proper Incorporation of component is responsibility at building designer - not truss designer. Bracing shown I I Is tar lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the reuponslblllity, of the Mile IC I i erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I tobilcallan, quality control, storage, delivery, erection and bracing, consult ANSI/TPIS Quality Criteria, 055-89 and SCSI Building Component I Greenback Lane, suite isa I i Safety InformatIon ovatable from Truss Plate Instilute, 781 N. Lee Sheet. Suite 3t2. Alexandria, VA 22314. I If Southern Pine [SP or SPp) tumberia specified, the design values are those effectIve 08181120'I2 by ALSC or proposed by SPl8, Citrus Heights, CA, 958i0 Job Truss Truss Type Qty Ply 1373 Magnolia R34684689 1373-MAGNOLIA-AVE E10 Half Hip Truss 1 1 Job Reference lootionall BMC, Indio, CA -92203 7.250 sAug 252011 MiTek Industries, Inc. Wed Jun 1314:38:272012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-Sg5FP4SIhPq8JdEphXZAmLi9mQtwGSGyrGlJ9Cz6eIg I 8-2.15 I 13-8-0 18-8-0 3-8-0 4.8-15 5-5-1 2.0-0 5i. • 127.4 05 = 354 II 68-I1 7-1-5 LOADING (pat) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.16 5-7 >969 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.28 5-7 >575 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 61 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, except BOT CHORD 2 X 4 DF No.1 &Btr G end verticals, and 2-0-0oc purlins (6-0-0 max.): 1-3. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. JOINTS 1 Brace at Jt(s): 2 lek recommends that Stabilizers and required Cross bracing installed during truss erection, in accordance with Stabilizer Fln,, tallation guide. REACTIONS (lb/size) 8=584/Mechanical, 5=743/0-3-8 (mm. 0-1-8) Max Horz8=-111(LC 6) Max Uplift5=-28(LC 4) Max Grav8=587(LC 9), 5=743(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=-873/0.4-5=-1142/0 GOT CHORD 8-10=0/449,7-10=0/449,7-11=0/1025.5-11=0/1025 WEBS 3-8=-592/14, 3-7=0/650, 4-7e-341/52 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL8.4p5f; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This buss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. rOFESSit-s Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. rJ4q LOAD CASE(S) Standard SOO CO OF June 142012 IA WARNING . Verdftj design parametrn aoclRMD NOT1SS ON ThIS AND INCLUDED 141110K REFRRBTKE PAGE 1471-7473 BEFORE USE I Design valid for use only with Mtrek connectors. This design is based only upon porometers shown, and Is loran Individual building component. I Mft Applicability of design parameters and proper incorporation of component Is responsibility at building designer - not truss designer. Bracing shown Is for lateral support at individual web members only. Additional temporary bracing to Insure stability during construction Is the responslbilllty of the erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding i MiTk fabrication. quality control, storage, delivery, erection and bracing, consult ANSIIIPIl Quality Criteria. DSB-BP and SCSI Building Component 7777 oflCti Lane, Suite 109 I Solely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 95610 I If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 8610112012 by ALSC or proposed by SPIB, I Job Truss Truss Type Oty Ply 1373 Magnolia R34684690 1373—MAGNOLIA—AVE Ell Half Hip Truss 1 Job Reference (ostionall BMC, Indio, CA -92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:28 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-wsfdcQTOSjy?xnp0FE4PJZFRaqBa?rk54w1 5hez6e1f 2.11-12 13-8.0 15'8'O I 2-11-12 2-8-3 2-4-0 5-8-0 2-0-0 S.I. • 126.8 26411 642= 2-11-12 8-8-0 2-11-12 2-8-3 13-8-0 84-0 Plate Offsets (XV): 1660-3-7.0-0-41, 1870-5-0,04-121 LOADING (psi) SPACING 2-0-0 CSI DEFL In (lc) 1/defi Lid PLATES GRIP TCLL 2060 Plates Increase 1.25 TC 0.27 Vert(LL) -0.11 6-8 >999 360 MT20 220/195 TCDL 14,0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.22 6-8 >734 240 BCLL 0.0 • Rep Stress lncr NO WB 0.48 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix) Wind(LL) 0.01 8 >999 240 Weight: 74 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-114oc purlins, except BOT CHORD 2 X 6 OF No.2 G end verticals, and 2-0-0oc purlins (4-3-6 max): 14. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. JOINTS 1 Brace at Jt(s): 2 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fb tallation guide. REACTIONS (lb/size) 10=1616/Mechanical, 6=1162/0-3-8 (mm. 0-1-8) Max Horzl0=-95(LC 6) Max Gravlo=1616(LC 1), 6=1215(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-335/46, 3-13=-2442/0, 4-13=-2441/0, 4-5=-2613/0, 5-6=-2698/0 BOT CHORD 10-14=0/1343,9-14=0/1343, 9-15=0/1343,15-16=0/1343,8-16=0/1343,8-17=0/2537, 6-17=0/2537 WEBS 310=_1784/0, 3-8=0/1564, 58=274/59, 48=0f766, 39=_86/267 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf: BCDL=6.opsf; h=25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise): Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 37 lb up at 0-3-8, 133 lb down and 32 lb up at 1-7-4, and 133 lb down and 32 lb up at 3-7-4, and 133 lb down and 32 lb up at 5-8-0 on top chord, and 83 lb down at 0-0-0, 83 lb down at 1-7-4, and 83 lb down at 3-7-4, and 1381 lb down at 5-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 P. 13L3113 OF 4,2012 S I Design valid for use only with Mlliek connectors. This design is based only upon parameters shown, and is for on individual building component. I WARNTNG - Vcrif(j (103/gfl paramerio ear/RIM!) MOThS ON ThIS AND IMCUJVBD 811112K REFRRENCE PAW MTI-747J BEFORE (ASII. I I Applicability 01 design parameters and proper incorporation of component is responsibility at building designer - not truss designer. Bracing shown I I Is for lateral support 01 Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I I erector. Additional permanent bracing 01 the overall structure is the responsibility at the building designer. For general guidance regarding I MiTek I fabrication, quality control, storage, delivery, erection and bracing, consult ANSIiTPI1 Quality criteria, DSB-89 and ecsi Building Component I 7777 Greenback Lane, suite io I Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. I ctsrS Heights. CA, 95810 I If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 08)0112012 by ALSC or proposed by SPl8, I Job Truss Truss Type Qty Ply 1373 Magnolia R34684690 1373—MAGNOLIA—AVE Eli Half Hip Truss 1 1 Job Reference (ootionalt S UMC, mOb, GA - 92203 7.250 sAug 252011 MiTek Industries, Inc. Wed Jun 1314:38:292012 Page 2 ID:cqsrS3o807y9gSK4COziizz7CV5-02C?qmU0004sYxOCoxbesmocKEXpkI_FJanPD4z6ete LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pif) Vert: 1-2=-28, 24=68, 4-7=-68, 6-11=-20 Concentrated Loads (lb) Vert: 2=-173(F)4=-133(F)11e_52(1`)8.721(F) 12-133(F) 13=-133(F) 14=-52(1`) 15-52(F) ,& WARWNG . Verify design pararnstery and READ !4OThS ON ThuS AND INCLUDED 81Z7VK REFERENCE PAGE MI-747J BEFORE USE. Design valid for use only with MlTeh connectoss. This design is based only upon parameters shown, and Is for an Individual building component. Appticabiilty at design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to insure stability dining construction Is the responsibility of the I erector. Additional permanent bracing of the overall structure I, the responsibility of the building designer. For general guidance regarding i Mffek fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPIS Quality Criteria. DS8-89 and BCSI Building Component I7777 Greenback Lane. suite ise Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. B Southern Pine (SP or SPp) lumberis specified, the design values are those effective oflDfl2O12 byALSC or orogosed Citrus Heights, CA. 95610 S Job Truss Truss Type Qty Ply 1373 Magnolia R34684691 1373_MAGNOLIA_AVE EJ1 Jack-Partial Truss 24 1 Job Reference (ootionall BMC, Indio, CA -92203 - 7.250 s Aug 252011 MiTek Industries, Ina Wed Jun 13 14:38:38 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-hP8fl9ZPZAzsu0QYjwDHeFalU21gtaEHwAzt-fzAz6elX -2- 2 -00 -0 -0 6-0-0 5mm • tfl.5 6-0-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL In (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.07 4-7 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.28 4-7 >340 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code lBC2009ITPl2007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight: 26 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G REACTIONS (lb/size) 3=201 /Mechanical, 2=564/0-3-8 (mm. 0-1-8),4=72/Mechanical Max Horz2=96(LC 3) Max Uptift3=-31(LC 3), 2=-27(LC 3) Max Grav3=201(LC 1), 2=564(LC 1), 4=123(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1219/0 BOT CHORD 2-4=0/1401 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-4oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-05; 85mph; TCDL8.4p5f; BCDL=6.opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL1.00 plate grip DOLe1.00 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss Is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 9OFESSIO ooSO0N CQ74486 rn \ EX 1-13,,J CIVIT OF CAt- 2012 WARNING . Ver4& ds/gn parenurm*erm asndiR.EAD !4OThS ON ThuS AND INCLUDED II/01'SK RRFERBIE PA0 MTI-747J 68/FORE USE.I Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and Is loran individual building component. I Applicability, of design parameters and proper incorporation at component Is responsibility at building designer - not truss designer. Bracing shown I Is for lateral support at Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility at the I erector. Additional permanent bracing of the overall structure is the responsibility 01 the building designer. For general guidance regarding Milek I tabrtcalion, quality controt storage. delivery, erection and bracing, consult ANSIfTPIl Quality Crfteita, DSB.89 and SCSI building Component I 777 oreefltscis Lane, Suits 109 I Safety InformatIon available from Truss Plate institute. 781 N. Lee Street. Suite 312. Ateuondrta, VA 22314. Citrus Heights, CA, 95610 If Southern Pine ISP or SPp) tumberla specified the design value are those effective 08/0112012 byALSC or proposed by SPl8, Job Truss Truss Type Qty Ply 1373 Magnolia R34684692 1373_MAGNOLIA_AVE E.12 Jack-Partial Truss 6 1 Job Reference (ootionall BMC, Indio, CA -92203 7.250 S Aug 252011 MiTek Industries, Inc. Wad Jun 13 14:38:37 2012 Page 1 lD:cqsrS3o8O7y9gSK4COziizz7CV5-gbhl Wal KU5jWA?kGdkWAS7s5SKUc1tJQ9ajqVcz6elW S.I. • 21.6 455 = Plate Offsets (X.Y): 11:0-1-5.0-0-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.08 3-6 >999 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.30 3-6 >318 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code 1BC2009/TPl2007 (Matrix-M)Wind(LL) 0.05 3-6 >999 240 Weight: 23 lb FT= 20% LUMBER TOPCHORD 2X4DFNo.1&BtrG BOTCHORD 2X4DFNo.1&BtrG REACTIONS (lb/size) 1=418/Mechanical, 2=204/Mechanical, 3=76/Mechanical Max Hors 1=68(LC 3) Max Upliftl=-310(LC 9), 2=_33(LC 10) Max Gravl=751(LC 8), 2206(LC 7), 3125(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1829/897 BOT CHORD 1-3=-887/2030 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDLO6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed fore 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live toad of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss 10 truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 125.0 pIt. LOAD CASE(S) Standard WAI?JITNG . Verijtj design patrannefen and N/SA/) MOThS ON TillS AND INCLUDED ifITEK REFERENCE PAGE llffl-747J BEFORE USE. Design valid for use only with Mirek connectors. This design Is based only upon parameters shown, and Is for an IndIvidual building component. Applicability of 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 temporary bracing to Insure stability durIng construction Is the responsibility, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For General guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO-89 and BCSI Building Component Safe InformatIon ovailoble horn Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Souttyhern Pine (SP or SPp) lumber ig specifsd, the design values ore those effective 0813112042 be ALSE or ornonsed liv SI'IR. SOO rn 4,2012 Mu MiTek 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply 1373 Magnolia ~Jack-Partiall R34684693 1373_MAGNOLIA_AVE EJ3 Truss 6 1 Job Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTch Industries, Inc. Wed Jun 13 14:38:37 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-9bhlWal KU5jWA?kGdkWAS7yhSOqc1 UQ9sjqV6elW 2-0-0 7-3-0 S.I.• 1:21.1 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.05 4-7 >999 360 TCOL 14.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.19 4-7 >453 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code 1BC20091TP12007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 PLATES GRIP MT20 220/195 Weight: 24 lb FT = 20% LUMBER TOP CHORD 2 X 4 OF No.1&BtrG BOTCHORD 2X4DFNo.1&BtrG REACTIONS (lb/size) 3=182/Mechanical, 2=524/038 (mm. 0-1-8),4=66/Mechanical Max Horz2=90(LC 3) Max Uplift3=-28(1-C 3), 2=-30(LC 3) Max Grav3=182(LC 1), 2=524(LC 1), 4=111(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=928/0 BOT CHORD 2-4=0/1063 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 2 WIJ*JTNG . Yerlf d/gn pa,-amvrtersr aoriREAD !utOTh/ ON ThflS AND INCUJDRL) MJIT/K REFERENCE PAGE !riTi74TJ BEFORE USl Design valid to, use only with Mtrek connectors. This design is based only upon parameters shown. and Is (or an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Hit Is for lateral support of individual web members only. Additional temporary bracing to insure stability durIng construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control storage, delivery. erection and bracing. consult ANSIITPI1 Quality Criteria, DSB.89 and SCSI Building Component I 7711 Greenback Lane, Suite 109 Safely Information available from Truss Plate institute. 781 N. Lee Street, Suite 312. Ate*ond,ta, VA 22314. citrus Heights. CA, 95610 If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0E0112012 by ALSC or proposed by SPI8. Job Truss Truss Type Qty Ply 1373 Magnolia R34684694 1373—MAGNOLIA—AVE EJ4 Monopitch Truss 5 1 Job Reference lootionelt BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:38 2012 Page 1 tD:cqsrS3o807y9gSK4COziizz7CV5-dnFPiraf5nDa8JaxqKFIjgf7RseSLUkZNUSO13z6elV -2-0-0 0-° 7- - 4-0 Seals • 1:22.e 1.5.4 II 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 lBC2009/TP12007 CSI TIC 0.37 BC 0.60 WB 0.00 (Matrix-M) DEFL in (lc) l/defl L/d Vert(LL) -0.15 4-7 >558 360 Vert(TL) -0.30 4-7 >286 240 Horz(TL) 0.01 2 n/a n/a Wind(LL) 0.02 4-7 >999 240 PLATES GRIP MT20 220/195 Weight: 27 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-90c purlins, except BOT CHORD 2 X 4 OF No.1 &Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be instalted during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=248/Mechanical, 2=524/0-3-8 (mm. 0-1-8) Max Horz2=90(LC 3) Max Uplift2=-30(LC 3) Max Grav4=391(LC 11), 2=524(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1331/0 BOT CHORD 2-8=0/1473 NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=2511; Cal. II; Exp C; enclosed; MWFRS (tow-rise); Lumber DOL=1.00 plate grip OOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 A WARNTNO . Verifij cf&gys parwreeleua and READ MOThS ON ThiS AND 11/C (AiDED DUTSK REFERENCE PAGE MTK-7473 BEFORE US&I Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and is for on Individual building component. I Applicability at design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the I erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding i WI iTek fabrication. quality control storage. delivery, erection and bracing. consult ANStfTP11 Quality Criteria. DSB-89 and BCSI Building Component I 7777 Greenback Lane, suite 109 Safety Information available tram Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95810 If Southern Plea I or SPp) lumber is specified lhtr design values are those effective 0819112042 by IiLSC or proposed by SPt8. I S Job Truss Truss Type Qty Ply 1373 Magnolia R34684895 1373_MAGNOLIA_AVE LAYOI GABLE 2 1 Job Reference (optionall BMC, India, CA, 92203 7.250 sAug 252011 MiTek Industries, Inc. Wed Jun 1314:38:392012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-5_pnwBbHs5LRlT97O2m_FtCNNG6N4xUjc8CxeVz6eIU 4-4.10 8-0-3 4-4-10 4-4.10 Owe • :36.7 454 = 13 12 14 It 10 9 tO 8 to LOADING (psi) SPACING 2-0-U CSI TCLL 20.0 Plates Increase 1.25 TC 0.04 TCDL 14.0 Lumber Increase 1.25 BC 0.11 BCLL 0.0 • Rep Stress Incr YES WB 0.03 BCDL 10.0 Code 18C20091TP12007 (Matrix) DEFL in (lc) 1/defi L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/195 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 7 n/a n/a Weight: 48 lb FT e 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. OTHERS 2X4DFStudG Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 8-9-3. (lb) - Max Hors 1=-97(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 1,8,9, 12, 11 except 10=_310(LC 13) Max Gray All reactions 250 lb or less at joint(s) 10 except 1 0282(LC 15), 7=282(LC 21), 8=358(LC 20), 9=450(LC 13), 12=358(LC 16), 11=449(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p0f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOLo1.00 plate grip DOL=1.00 All plates are 1.5x4 MT20 unless otherwise Indicated. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and stall panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ne 14,2012 I a WAPJJTNG . Vcr4f das/ijn p rneriurrs and RMD N0733S ON 77/IS AND 1)/ELUDED MITI?K REFER 17T(CE PAGE MT!-7473 BEFORE USE I Design valid tot use only with Mttek connectors. This design is based only upon parameters shown, and is tar on individual building component. I Applicability of design parameters and proper Incorporation at component is responsibility of building designer - not truss designer. Bracing shown Bet is for lateral support at Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility, 01 the MiTek erector. Additional permanent bracing at the overall structure is the responsibility at the building designer. For general guidance regarding I tabrtcatlan, quality control, storage, detvery, erection and bracing. consult ANSI/TPII Quality Criteria. 059-89 and SCSI Building Component I 7777 Greenback Lane, Suite 159 I Safety Information available from Truss Plate Institute, 781 N. tee Street, Suite 312, Alexandria, VA 22314. I citrus Heights, CA, 95810 I If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 08/0112042 byALSC or proposed by SPIB. I Job Truss Truss Type Qty Ply 1373 Magnolia R34684696 1373—MAGNOLIA—AVE LAY02 GABLE 2 1 Job Referenas (potionafl BMC, Indio, CA -92203 7.250s Aug 252011 MiTek Industries, Inc. Wed Jun 1314:38:432012 Page I ID:cqsrS3o807y9gSK4COziizz7CV5-i3ImYeowKrtE5TudurwQjN35tTD0jBIXmA9jGz6etQ 8-11-14 17-li-Il 8-11-14 8-11.14 Smie • 558.5 = 21 20 23 19 23 18 24 172516 2615 27 14 28 13 28 12 30 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code lBC2009ITPl2007 CSI DEFL in (lc) I/deft Ud TC 0.05 Vert(LL) n/a - n/a 999 BC 0.12 Vert(TL) n/a - n/a 999 WB 0.11 Horz(TL) 0.00 11 n/a n/a (Matrix) PLATES GRIP MT20 220/195 Weight: 123 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&Btr C OTHERS 2X4DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-16 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 17-11-11. (lb) - Max Hors 1 =-207(LC 3) Max Uplift All uplift 100 lb or less atjoint(s) 1,11,16,12,13,14,15,20,19,18,17 Max Gray All reactions 250 lb or less at joint(s) except 1=291(LC 19), 11=291(LC 29), 16=279(LC 24), 12=353(LC 28), 13=350(LC 27), 14=355(LC 26), 15=329(LC 25), 20=353(LC 20), 19=350(LC 21), 18=355(LC 22), 17=329(LC 23) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.Opsf; h25ft; Cat. II; Exp C; enclosed; MWFRS (tow-rise); Lumber DOL=1.00 plate grip DOL=1.00 All plates are 1.5x4 MT20 unless otherwise Indicated. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSt/TPI 1. This truss has been designed for a moving concentrated toad of 250.01b live and 5.01110 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 14,2012 WARNTNG . Vcrlj)j daign paramrdar's 'xndR&41) KOThS ON ThIS AND INCLUDRD 8fIThK REFERENCE PAGE MTI-747J BEFORE WE. I I1II Design valid for use only with Milelc connectors. This design is based only upon parameters shown, and is for on Individual building Component. Applicability of 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 temporary bracing to insure stability during construction is the responsibtiiity, of the uiek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality controL storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety tetermaffen ovoltobte from Truss Role Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 95810 If Southern Pine (SP or Sp lumber is specifted1 the design values are those effective 0818112G12 by ALSC or proposed by 5P18, Job Truss Truss Type Qty Ply 1373 Magnolia R34684697 1373_MAGNOLIA_AVE LAY03 GABLE 1 1 Job Reference (ootionall BMC, Indio, CA - 92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:44 2012 Page I ID:cqsrS3o807y9gSK4COziizz7CV5-SxcgzufQhdzksE24BbM9yxvEAHpflBeSmQviFiz6elP 5.7-7 5.7.7 Sorts • 1:43.0 7 5 6 9 5 104'li' 1.5u4 II 1,5*4 Ii 5.5*4 ii LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi L/d 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 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCOL 10.0 Code IBC2009ITPI2007 (Matrix) Weight: 33 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-7c puilins, except BOT CHORD 2 X 4 OF No.1 &Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. OTHERS 2 X 4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 5-7-7. (lb) - Max Horz7=-140(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 7, 5. 6 Max Gray All reactions 250 lb or less at joint(s) except 7=281 (LC 10), 4=285(LC 13), 5°354(LC 12), 6346(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCOL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 CASE(S) Standard WARNTNG ' Vm'lftj dxm/gn pw snr.elev?a rxrudRlMfl MOThS ON ThIS AND INCLUDED aNIEK RRFERBNCE PAw !rlu!-747J BEFORE USE. Design valid for use only with Mtrek connectors. This design Is based only upon parameters shown, and Is loran Individual building component. Applicability of 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 temporary bracing to Insure stability during construction is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIfTPIl Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute. 781 N. lee Street. Suite 312, Alexandria, VA 22314. If Southern Pine (SP or 5Pp) lumber is specified, the design values are those effective 08101/2012 by AL SC or or000sed by SPIB. /fOFESSI6 SOO rn L. ---O74486 \ <E P. 2-3 }*)) OFC 14,2012 I MiTek I 7777 Greenback Lane, suite isa I Citrus Heights, CA, 95810 Job Truss Truss Type City Ply 1373 Magnolia R34684698 1373—MAGNOLIA—AVE LAY04 GABLE 1 1 Job Reference (potignall BMC, Indio, CA , 92203 7.25OsAug 25 2011 Milek Industries, Inc. Wed Jun 1314:38:452012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-w7A2AEg2Sx5aTOcf-lkJtOV8SPwg9iUeub_3fGn9z6elO 5.7.7 5mm • I42.0 4 4' 5 7 5 il Is 51.55411 1.5*4 II 1.5*4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (be) 1/defi L/d 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 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code 18C2009/rPl2007 (Matrix) Weight: 33 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins, except BOT CHORD 2 X 4 OF No.1&Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. OTHERS 2 X 4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 5-7-7. (lb)- Max Horzl=140(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 5,7,6 Max Gray All reactions 250 lb or less at joint(s) except 1=285(LC 10), 5=281(LC 13), 7=354(LC 11), 6=346(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Wind: ASCE 7-05; 85mph; TCDLe8.4p5f; BCDL6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live toads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 2 I WARNTNG . Vcr1f drelgsi pararnaers arid R&W NOTES ON ThIS AM) INCUJVED It1ITBK REFERENCE PAGE MI-747J BEFORE USE. I Design valid to, use only with Mutek connectors. This design is breed only upon parameters shown, and Is for on Individual building component. I Applicability at design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I is for lateral support at Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the - I erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding i Milek I fabrication, quality control, storage, delivery, erection and bracing. consult ANSIiTPI1 Quality Criteria. DSO-89 and BCSI Building Component I7777 Greenback Lane, suite isa I I Safety tntermatlarr available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. I If Southern Pine (SP or Spot) lumberia soecifled. the deabos values are those effective 087)112012 be (cISC or oroonsed Dv SPlit. I Citrus Heights, CA, eseio Job Truss Truss Type Qty Ply 1373 Magnolia R34684699 1373_MAGNOLIA_AVE Ml Monopitch Truss 8 1 Job Reference (ontionall BMC, Indio, CA -92203 7.250 s Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:45 2012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-w7A2AEg2Sx5aTOcl-tkJtOV8SJNg1oUeTb_3fGn9z6elO -2-0-0 7.0-0 I 2.0.0 78-0 B.I. • 123.3 IN C LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.17 4-7 >533 360 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.33 4-7 >271 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code 1BC2009/TP12007 (Matrix-M) Wind(ILL) 0.02 4-7 >999 240 Weight: 27 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=254/Mechanical, 2=533/0-3-8 (mm. 0-1-8) Max Horz2=91(LC 3) Max Uplifl2=-29(LC 3) Max Grev4=394(LC 11), 2=533(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=1386/0 BOT CHORD 2-9=0/1535 NOTES 1)Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed fore 10.0 psf bottom chord live load nonconcurrent with any other live toads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated toad of 250.01b live and 5.01b 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 142012 I , WARNTNG . Verify dalgsa pwwnders and RIMI3 MOThS ON IN IS AND LNVWVRD 1112ThK REFERENCE PAGE MU.747J BBPORB (1L I Design valid for use only with Mtrek connectors. This design is based only upon parameters shown, and is loran individual building component. I Applicability at design parameters and proper Incorporation at component is responsibility of building designer - not truss designer. Bracing shown I is for lateral support at individual web members only. Additional temporary bracing to insure stability duitng construction is the responsibillity at the I erector. Additional permanent bracing at the Overall structure is the responsibility at the building designer. For general guidance regarding i MiTek I tabricotton, quality control storoge, delivery, erection and bracing, consult ANSlfTPI1 Quality Crltnila, DSB-99 and SCSI Building Component I 7777 Greenback Lane, Suite 109 I I Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I citrus Heights, CA, 95610 I If southern Pine (SP or SPp) lumber is specified, the design values are those effective 06)01/2042 by ALSC or proposed by 5P18, I Job Truss Truss Type Qty Ply 1373 Magnolia R34684700 1373—MAGNOLIA—AVE Vi Valley Truss 2 1 Job Referenon lootionati 92203 BMC, Indio, CA - 3X4 = 7.250 s Aug 252011 MiTek lndustnes, Inc. Wed Jun 13 14:39:49 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-OKkROahgDFDR5YBTlOOd2M?a04TaD5llDjOpKbz6elN 2.0.0 5mr0 :7.7 4.0° 2(4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.20 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 1BC2009/1P12007 (Matrix) weight: g lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0oc purlins. 601 CHORD 2 X 4 OF No.1&Btr G . 801 CHORD Rigid ceiling directly applied or 10-0-Ooc bracing. MiTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/Size) 1=96/4-0-0 (mm. 0-1-8),3=96/4-0-0 (mm. 0-1-8) Max Horz 1 =3(LC 5) Max Gravl=307(LC 10), 3=307(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL8.4p5f; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Gable requires continuous bottom chord bearing. This truss has been designed fore 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 Soo rn 074486 M *\,'' 12-3j 1* OF 142012 A IV.ARNTNG Verify design poramrs and READ NOThS ON 7iIS AND INCLUDED MITK REFERENCE PAGE 8lTf-747J BEFORE USL Design valid for use only with Mllek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation at component Is responsibility of building designer - not truss designer. Bracing shown Bet Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility at the I iiek erector. Additional permanent bracing of the overall structure is the responsibility at the buiding designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSIJTPI1 Quality Criteria, one-en and ecsi Building Component t 7777 Greenback Lane, suite isa Safely Information available from Truss Plate institute. 781 N. lee Street. Suite 312, Alexandria, VA 22314. I Citrus Heights. CA. aseto If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 0819112812 by ALSC or proposed by SPIB. S Job Truss Truss Type Qty Ply 1373 Magnolia R34684701 1373—MAGNOLIA—AVE V2 Valley Truss 2 1 Job Reference (ootionall BMC, Indio, CA - 92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:38:47 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-stMpbwtiLYMljimfsjvsaZXkEUpDyYQuSN8Ms1 z6elM 4-0.0 4-0.0 SIe. 1:15.0 04 = 5,4 1.5,4 II 5,4 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 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 lBC2009/TPl2007 (Matrix) Weight: 21 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=13218-0-0 (mm. 0-1-8),3=132/8-0-0 (mm. 0-1-8),4=278/8-0-0 (mm. 0-1-8) Max Horzl=10(LC 5) Max Upliftle_1(LC 3), 32(LC 4) Max Grav1e323(LC 11), 3=323(LC 13), 4=415(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=2511; Cat. II; Exp C; enclosed; MWFRS (low-floe); Lumber DOL=1.00 plate grip DOL=1.00 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b 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 çOFESSI0 SOON C-Q74486 \ EX" ,11-11 OF W.AR.NTNG . Yes-ifilj design p ,ne.ers and READ NOTh$ ON 27/IS AND I)JCUJDBD MIThK REFERENCE PACE 8171-747,1 Itl7FOJZE USB, I Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and Is loran individual building component. I Applicability at design parameters and proper Incorporation at component is responsibility at building designer - not truss designer. Bracing shown I Is for lateral support at individual web members only. Additional temporary bracing to insure stability, durtng construction is the responsibility, at the I erector. Additional permanent bracing at the overall structure Is the responsibility at the building designer. For general guidance regarding i lV1ITk tabstcatlon, quality control, storage. delivery, erection and bracing, consult ANSI/1711 Quality C(tterlo, DSB-89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, AlexandrIa, VA 22314. I citrus Heights, CA, 95610 If Southern Pine ISP or Split) lumberis specified, the design values ore those effective 05/8112012 by ALSC or proposed by SPIB. I 12 Job Truss Truss Type Qty Ply 1373 Magnolia R34684702 1373_MAGNOLIA_AVE V3 Valley Truss 2 1 Job Reference (optionall BMC, Indio, CA -92203 7.250 sAug 252011 MiTek Industries, Inc. Wed Jun 1314:38:482012 Page 1 I0:cqsrS3o807y9gSK4COziizz7CV5-KisBpGiwIsU9KsLsQRR57n4tBu62h_82h1twOlJz6elL I I 124-0 I 0-0-0 0-0-0 S.I. • 119.5 = -0 -0 12-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defi 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 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCOL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 33 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c puflins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. OTHERS 2 X 4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=178/12-0-0 (mm. 0-1-8),3=178/12-0-0 (mm. 0-1-6),4=540/12-0-0 (mm. 0-1-8) Max Horzl=_16(LC 6) Max Gravl=351(LC 11), 3=351 (LC 13). 4=551 (LC 12) FORCES (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 24=_380/22 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOLI.00 plate grip DOL=1.00 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psi bottom chord live load nonconcun-ent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. - LOAD CASE(S) Standard 5OFESS, Soo j074486. 1r *\ /EP. 12-3w J OF 14,2012 WM?J.ffNO . Vcrif,t dx's/gsi pararridem aradRIMD NOM ON 37118 AND INCLUDED MJTEKRRFERBPKE PAGE MTI-7473 B1ilFORE USE. I Design valid for use only with Mitch connectors. This design is based only upon parameters shown, and is loran Individual building component. I Applicability of design parameters and proper Incorporation of component Is responsibility, of building designer- not truss designer. Bracing shown I Is for lateral support of indivIdual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding i Welk' fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria. DSB.89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 Safely Infermaffen available horn Truss Plate Institute. 781 N. lee SIred. Suite 312. Alexandria, VA 22314. I Citrus Heights, CA, 95610 If Southern Pine {SP or SPp) Iumberba specified, the design values are those effective 06/0112012 by ALSC or proposed by SPIEL I Job Truss Truss Type Qty Ply 1373 Magnolia R34684703 1373—MAGNOLIA—AVE V4 Valley Truss 1 1 Job Reference (potionalt BMC, Indio, CA -92203 7.250 s Aug 252011 MiTelt Industries, Inc. Wed Jun 13 14:36:49 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-ovQZ0ZWAc0y0w2z8yKf_d3VlSaQStJBvhdTwwz6elK I 8-0`0 I lilo 5mb • r25.il 44 = a a to 7 It e 52 .554 II 15s4 II 1.5s4 Ii 3.4 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a - n/a 999 MT20 220/195 TCOL 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 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code 1BC2009/TPl2007 (Matrix) Weight: 49 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc puffins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0oc bracing. OTHERS 2 X 4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-0-0. (lb) - Max Horzl=-22(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 7=_199(LC 9) Max Gray All reactions 250 lb or less at joint(s) 7 except 1352(LC 13), 5=352(LC 17), 6549(LC 12), 8=549(LC 9) FORCES (lb) - Max. Camp/Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-6e350/50, 2-8=-350/50 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDLe6.opsf; h=258; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOLe1.00 plate grip DOL=1.00 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. • 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed In accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b 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 2 S WARNTNG . Verifij d&gn pw merievm audRBA1) NOM ON ThuS AND 11JC1,1WED MITBK REFERENCE PAGE MH-7473 BEFORE (lS& I Design valid tar use only with Mirek connectors. This design Is based only upon parameters shown, and Is loran individual building component. I Applicability at design parameters and proper Incorporation at component Is responsibil ity of building designer - not truss designer. Bracing shown I is for lateral support of Individual web members only. Additional temporary bracing to Insure stabitty, durtng construction is the responsibility at the I rat erector. Additional permanent bracing at the overall structure is the responsibility at the building designer. For general guidance regarding i M iTek I tabitcatlon. quality control, storage, delivery, erection and bracing. consult AN5t/TPI1 Quality Criteria. OSB-89 and SCSI Building Component I 7777 Greenback Lane, Suite 109 I Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. I I If Southern Pine (SP or Slop) lumberia specified the design ystuos are those effective 08/01/2012 by P.1St or proposed by SPIB. Citrus Heights, CA, 810 Job Truss Truss Type Qty Ply 1373 Magnolia R34684704 1373—MAGNOLIA—AVE V5 Valley Truss 1 1 Job Reference (optionalt BMC, Indio, CA, 92203 5-7.0 7.25OsAug 25 2011 MiTek Industries, Inc. Wed Jun 1314:38:502012 Page 1 ID:cqsrS3o807y9gSK4COziizz7CV5-G5_xExkBGTkta9VEXsTZCC9DGhmm9viK8LM0TMz6elJ 5mm • 1:15,8 5-4 EM 5-7.0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) I/daB L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2009ffPl2007 (Matrix) Weight: 16 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-00c purlins, except BOT CHORD 2 X 4 OF No.1 &Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1°199/5-7-0 (mm. 0-1-8),3=199/5-7-0 (mm. 0-1-8) Max Horz 1=39(LC 3) Max Gravl=364(LC 8), 3=364(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (ID) or less except when shown NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.opsf; h=251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b 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 14,20 12 IA WARNING ' Vcrifpj design paromeiemrx aszdiRMl) NOThE ON 77/IS AND INCLUDED 81117/K RRFERB1SE PAGE MI!-747J BBFORB USE I Design valid tar use only with MOck connectors. This design Is based only upon parameters shown, and Is loran Individual building component. I Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support at Individual web members only. Additional temporary bracing to insure stability during construction Is the respansibillily at the M iTek I erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding fabrication, quality control, storage, detvery, erection and bracing, consult ANSIITPI1 Quality CrIteria, DSB-89 and SCSI Building Component I 7777 Greenback Lane, Suite 109 I i Safety InIerrnatton available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. I If Southern Pine (SP or SPD) lumber is specified, the deslon values are those effective 08101(2012 by ALSC or ornaoxed Dv OPtS. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 1373 Magnolia R34684705 1373_MAGNOLIA_AVE V6 Valley Truss 1 1 Job Reference (optional) BMC,Indio, CA - 92203 7.250 a Aug 252011 MiTek Industries, Inc. Wed Jun 13 14:36:50 2012 Page 1 lD:cqsrS3o807y9gSK4COziizz7CV5-G5_xExlcBGTkta9VEXsTZCC9F4hqx9viK8LM0TMz6elJ 3-7.0 3-7-0 5mm • rIO.e 3-4 i.5r4 ii LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix) Weight: 10 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G end verticals. WEBS 2 X 4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-ooc bracing. - MiTalk recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=111/3-7-0 (mm. 0-1-8),3=111/3-7-0 (mm. 0-1-8) Max Horz 1=22(LC 3) Max Gravl=316(LC 8), 3=316(LC 9) FORCES (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4p5f; BCDL=6.opsf; h=251t; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOLe1.00 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live toads. LOAD CASE(S) Standard oFESS, Soo L-074486 \rn OF 142012 JJJTNG . Verify dce/gn paramdmrrm and liMO NOThS ON ThuS AND INCLUDED MITEK RUMENCE PAGE blrl-747J BIIFORI( (S& I Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and Is to, on individual building component. I MI! Applicability at design parameters and proper Incorporation 01 component is responsibility of building designer - not truss designer. Bracing shown I is (or lateral support at Individual web members only. Additional temporary bracing to Insure stability during construction Is the respansibillity at the I MuTek erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding I tabricatian, quality control, storage. detvesy, erection and bracing. consult ANSI/TPI1 Quality Criteria, OSB-89 and BCSl Building Component I 7777 Greenback Lane, Suite 109 Safely Iniormotten available from Tens Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. I Citrus Heights, CA, 95810 If Southern Pine (SP or SPp) Isimberia specified5 the design values ore those effective 0611)1/2012 by ALSC Or proposed by SPl8, S Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION -s -. 1 Center plate on joint unless x. y offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss L 2 3 I Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always required. See BCSI. o- cl.2 c2-3 ___________________________________ Truss bracing must be designed by an engineer. For WEBS 0 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0- Provide copies of this truss design to the building C7'8 C5-6 o For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- '' from outside all other interested parties. edge of truss. 8 7 6 5 Cut members to bear tightly against each other. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LE1TERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1. * Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS Unless expressly noted, this design is not applicable for lumber. ICC-ES Reports: use with fire retardant, preservative treated, or green The first dimension is the plate Camber is non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1 311, ESR- l 352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that SYP represents current/old values as published by AWC in the 2005/2012 NOS specified. 7 Indicated by symbol shown and/or by text in the bracing section of the SPp represents SPlB proposed values as provided Top chords must be sheathed or purtins provided at output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15. 2011 spacing indicated on design. if indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 Bottom chords require lateral bracing at loft. spacing. BEARING (2x4 No 2 and lower grades and smaller sizes), or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings and all MSR/MEL grades Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: IlI1 ANSI/TPI1: National Design Specification for Metal Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSl: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. ANSIITPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: M1I-7473 rev. 01/18/2012 . 0 S Building Materials and Construction Services D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDlO, CA. 92203 0. 760.347-3332 F. 760-347.0202 CONTENTS PACE TIMBER PRODUCTS INSPECTION (LETTER) 1 TPI (CT!) STAMP - SEE PAGE 1 2 EXPLANATION OF ENGINEERED DRAWING 3 DETAIL FOR COMMON AND END JACKS - 16 PSF 4 DETAIL FOR COMMON AND END JACKS - 20 PSF 5 SUPPORT OF B.C.(PRESSURE BLOCK) STANDARD OPEN END JACK 6 INTERIOR BEARING OFFSET DETAIl. 7 BEARING BLOCK DETAIL 3 'k" BEARING 8 BEARING BLOCK DETAIL 5 ½" BEARING 9 UPLIFT TOE-NAIL DETAIL 10 LATERAL TOE-NAIL DETAIL 11 WEB BRACING RECOMMENDATIONS 12 T-BRACE AND L-BRACE 13 VALLEY TRUSS DETAIL 14 VALLEY TRUSS DETAIL (CONT'D.) 15 PIJRLIN CABLE DETAIL 16 PURLIN GABLE DETAIL (CONT'D.) 11 P1JRLIN.GABLE DETAIL (CONT'D.) 18 PURLIN GABLE DETAIL (CONT'D.) 19 STANDARD GABLE END DETAIL 20 STANDARD GABLE END DETAIL (CONT'D.) 21 STD. REPAIR - MISSING STUD ON CABLE TRUSS 22 STD. REPAIR - BROKEN STUD ON CABLE TRUSS 23 STD. REPAIR - REMOVE CENTER STUD ON CABLE TRUSS 24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS 25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON CABLE TRUSS 26 STANDARD REPAIR DETAIL - 25% 27 FALSE-BOTTOM CHORD FILLER DETAIL 28 OVERHANG REMOVAL DETAIL 29 SCAB APPLIED OVERHANGS 30 PLEASE CONTACT 8MC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PACE: 0 OF 30 March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber.-Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and Gil Truss Quality Auditing Programs are recognized by the International Accreditation Service (lAS) with the assigned number of AA-664. TP and the Gil quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSIJTPI standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI program, please contact Pepper Browne at (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager - Western Division IPage#1 105 SE 124th Avenue • Vancouver, Washington 98684 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 • 1641 Sigman Road Conyers, Georgia 3001: 2 • 770/922-8000 • FAX: 770/922-1290 I MANUFACTURED FOR DESIGN CRITERIA SELECIBUILD DISTRIBUTION TC LL psf iULDER WEST COMPONENTS INDIO. CA IC DL psi G T BC. OL TOTAL LOAD psf psf DtJR. FACTOR JUALLIV AUDI] FDBY TIMBER PRODUCTS INSPECTION, INC. SPACING S Job Truss Truss Type Oty Ply DISPLAY ROOF1 COMMON 1 1 A 5.0000 Feb 8 2003 Mi ek Industries, Inc. Mon Mar 17 14:26:392003 Page 1 -2.0-0 5-4-5 10-2-3 15-0-0 19-9-13 24-7.11 30-0-0 32-0-0 B 2-0-0 5-4-5 4-9-13 4-9-13 4-9-13 4-9-13 5-4-5 240 454 = 2 10 at F a 14 13 3A 12 3X6 358 34 3x$ A G 10-2-3 I 19-9-13 30-0-0 B 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) H LOADING (psI) SPACING 2-0-0 J M cs N OEFL ri (oc) I/dell PLATES GRIP TCLL 20.0 I Plates Increase 1.16 , TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber increase 1.15 [\ BC 0.83 Vert(TL) -0.39 12-14 >907 BCLL 0.0 Rep Stress Inor YES WB 0.36 Horz(TL) 0.07 10 ri/e BCDL 10.0 Code BOCAIANSI95 L let LC LL Mm i/dell 240 Weight: 150 lb LUMBER 0 BRACING TOP CHORD 2 X 4 SYP No U TOP CHORD .2 Sheathed or 4-2-1 cc purlina. SOT CHORD 2 X 4 SYP No.2 U SOT CHORD Rigid ceiling directly applied or 8-8-11 oobracirrg. WEBS 2X4SYPNo.3 RS REACTIONS (lb/size) 2=1317/0-3.8,10-1317/0-3-8 T Max Harz 2=-1750oad case 5) Max Upiift2--341 (load case 4), 1O-341 (load case 5) FORCES (ib) -First Load Case Only V 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--268, 6-14-742, 6-12-742, 9-12=-288 W NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-98 per BOCA/ANSl95. 90mph; h=25ft. TCDL-5.Opef BCOL=6.0psf; occupancy category ii, exposure C, encIosedMWfRS gable end zone, cantilever left and right exposed ; and vertical left and right exposed;Lumber OOL- 1 .33 plate grip DOL— 1.33. Provide mechanical connection (by others) of truss to boating plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress Indices LOAD CASE(S) Standard A B Panel Length (feet - inches - sixteenths) N Deflections (inches) and Open to Deflection Ratio C Slope 0 Input Span to Deflection Ratio D Plate Size and Orientation P MiTak Plate Ailowitbles (PSI) E Overall Height 0 Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction II Applicable i Design Loading (PSF) U Required Member Bracing J Spacing D.C. (feet - Inches - sixteenths) V Member Axial Forces for Load Case I K Duration of Load for Plate and Lumber Design W Notes L Code X Additional LoadejLoad Cases LPage #31 DETAIL FOR COMMON AND END JACKS MU/SAC -8 -I6PSF 3I30I204 IPAGE I MAX LOADING (p01) S ACING 2-Ô-0 Mrrek Industries, Inc. . TOP CHORD Sheathed. Western Division Be BAACIN BCLL o.o RepTCDL 14.0 Stress incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE ..L. — TOP CHORD 2X4SPF,4,DF.LNb.2 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF-L No.2 . AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4.SCAB CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131"X3.0" MIN) NAILS Q 3' O.C. 2 ROWS I 8.0.0 NOTE: TOP CHORD PITCH: 4/128/12 BOTTOM CHORD PITCH: 0I124I12 SUPPORT PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE 11215 MIN. — SPACING 24" O.C. AND CONNECTION BY OTHERS OR ?-I 6d COMMON WIRE / (0.162"D X 3.5 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED NN. W 166 COMMON RE (0.162W. X 3.5" LG TOE NAILS / 4-O" O.C. ALONG THE EXTENSION OF TOP CHORD. 3x4 CONU. W!2 166 COMMON WIRE (0162"DIA. x 3.5" LOT) TOE NAILS 8.0.0 6-00 EXT. I 2 4.0.0 .0.0 2-0-0 EXT EXT L EXT. I 2-0.0 _ CORN W3 166 COMMON WIRE (0.162DIA. X 35" LOT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'-0" mN S' 3x4 = OR A BEARING BLOCK CONN. W!2 lOd COMMON W1RE(O,.167DIA. X 3.5) LOT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR z.o-o PRESSURE BLOCKING INFO. 02 '?~Rtlpl osor%' NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT.1 M6433 XP. 3--1 Page # .JUL 2 8 2011 A WAPJC7W. Vriflj pssrmctcrls md(W.4DNOTES Off ME AND UrC$UDSD 277ZKJ1SEE1IEEC5P4G.7473 BEFORE TJSS. 7177 080b5Ck 1.3110 Design void Forum only with MiTek conneciors.This design Is bored any upon parameter, shown. and Is loran indMduol building component. Suite 109 Appfcabllly of design paromenler, and poper IncorporatIon of component Is responotbllly at building designer. not truss designer. Bracing shown I CUnj HeIghts, CA, 958 Is tar feral support of IndiVIdUal web members only. Addillonal temporary bracing to Insure slabEly dwtng construction Is the respondbllllly of the I erector. Additional permanent bracing of the pvethfl sM,cturels the responslbtlty of the bu961ng designer. For.ger'etolguldance reg&*,g I lobricatlon. quaftsi control. storoge, dhflvery. erection and bracing. consult ANSI(IPII Quality Cdt9siZ058-89 and BCSll Building Component I 0IeIy IntosrnetIon available from Truss Plate hehitule, 583 C'Onotsto DrIve. Madison, WI 53719. DETAIL FOR COMMON AND. END JACKS] MU/SAC -8 -20PSF 813112005 IPAGE I M/Q(LOADING (pf) RAPING 2-0-0 TCLI. 20.0. IPIBt' Increase 1.15 BRACING I MFiek.IfldUStrIR$, Inc. TCDL 16.0 ILumcerincrease 1.15 TOP CHORD Sheathed. I Western Division BCLL oo 1RepStresslncr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUMUJMBER SIZEAWb GRADE . TØP CHOFD 2 X 4 HF, DF-L No.1 LENGTH OF-EXTENSION BOT CHORD 2 X 4 SPF IF, DF-L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X5 MT20 PLATE$ OR 22" LONG 2X4 SCAB CENTERED AT SPLICE WOMFE ILUMBER AS TOP CHORD-ATTACH TO ONE FACE w,(131'xao" MIN) NAILS 3"OC 2ROWS TOP CHORD PITCH: 31128/12 . NOTE: - MIN SPA 24f O.c. pRTAwDcONNE ON BY OTHERS OR COMMON WIRE BOTTOM CHORD PITCH: 0112-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE 2 / (0.182"Dik X 3. LOT TOE WAILS SUPPORTS SHALL BE PRODED / @ 4'-0 O.C. ALONG THE EXTENSION OF TOP CHORD CONN. W13 16d COMMON WIRE (0.162"DIA. X 3.5 LOT) TOE NAILS CONN. W12 lEd COMMON WIRE (0162"Dfk X 3.5 LOT) TOE NAILS 8-0-0 f CONN. W13 led COMMON WIRE (0 15ZDI X 3.5' LG1) TOE NAILS tnj BOTTOM CHORD LENGTH MAY BE 2'-0" 3x4 = OR A BEARING BLOCK CONN. W12 led COMMON WIRE10.162"Df X 30) LOT TOE NAILS OR BEE DETAIL MIIISAC-7 FOR 2-0-0 PRESSUREBLOCKINO INFO. NAILING SHALL Be SUCH THAT THE LUMBER DOES NOT SPLIT. Page#5 JUL 2 8 201 Suits memo Design void for use only with Watt connectoss. This design Is based only upon posometen shiwn, and Is for an lrsdMduo! bu5dIngr CUU1II his CA. 9881 Applcobllly of design parornenton and proper IncarpoTollon of component Is porrdbilly aT building designer nc,1 truss designer. Bracing shown Is for taleral vpport of Individual wb members anti? Additional temporary bracing to Insure slabilly during construction Is the responsiblEly of the e,eclór. Addilional pesTnandjsi brocing el theovemfsln.schxe Is the resporsslblilfy of thebuilding designer. For general uldanco regardIn 058.89 and Best Building Component MiTek BC of carrier truss \.., 2-(.131"X3.0' MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w16-(.131.'X3.0" MIN) NAILS @3" o.c. Page # 6] -JUL 911 8 211 CA, B.C. OF STANDARD OPEN END !RESSURE BLOCKS Loading (PSF): BCDL 10.0 PSF MAX llIISAC . 7 3/30/2004 PAGE 1 MiTeir Industries, Inc Western Division 2x4 bot chord 9aniertniCJ j of Jack :. .' 1 ,//////i/// V2.(.13?X3,OMW1) ffAIS (typ) 2x4 block jack batween jacks, '1, truss nailed to carrier (typ) W/8 W!(.13.1X30 MINI) - nails spaced at 3' o.c. } 24flP -1- PARTIAL FRAMING PLAN OF CALIFORNIA. I-HP SET WITH SUB GIRDER npara2r.etdr$ sdRbNO?S ON 2S AND ThVLUDD M ERNCEJ'ce P.7473 0DR5 VSE. N Mitek onnecloe.Thb dnstgn% based onIr upon poredselea shown, and Il Ici ánhs b4ltidlt, component. Fmentea and pmper tacosporaSon ot component k reuponsibtily at building designer not tsu,s desIgner Biasing shown GfesI web members orrl,. Addilianal tcflorary.biaclng to tnstae stob*Iy durIng connlruclion is lIre resp shslblDjy of ho 1 bro*laot the.overcil slrvclUreIS the iespomlblilty Of the building çfeslgner. FageneraigdnceeegardIng stsinsgo. Øellvery. erecljon arrc brzeIng, consult ANilVTPI1 QUolity critoita. DSB.B9 od BCSII Uvildieg Component frornlrws Plate lirstllulo, 583 tOnohto Ortve. Madison, WI 537 Il. - OF C Page # 71 JUL 2 8 2 011 wTERIoR.•BEARI'N.G OFFSET DE1AL MH/SAC 6 I3012104 PAGE 1. WUTk Industries, Inc. Western Division ra'TS Td NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH CiF THE BOTTOM(d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT TRIPLE WEB JOINT 0 I 4" M1H1t4011 1' HEEL HEIGHT BRG BLOCK TO BE SAME SIZE, GRADE, S SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS MU/SAC 3A 3/25/2004 PAGE 1 Ifttek Industries, Inc. Western Division REFER TO INDIVIDUAL TRUSS DESIGN F6k PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with One ply trusés (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting thésé criteria should be examined individually. BEARING BLOC.KDETAL 3 1/2" BEARING 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER AND . GRADE ALtNG PATTERN (NOTE 1) - ....----- SYP 2x4 ROI'TOM CHORD I 2 p.cws s :3" 0. C. I DF iE TOTAL MAILS) HF SPF 2tE BOTTOM CHORD DF 3 ROWS (I 3" O.C. HF 112 TOTAL JAILS) SPF ..-... BOTTOM CHORD DF ROWS II 3" O.C. HF 16 TOTAL NAILS) SPF REACTION I BEARING BLOCK BEARING BLOCK & WOOD BEARING ALLOWABLE WADS fib) ALLOWABLE LOADS ALLOWABLE LOAD I lb TOLEQUJVALENT BEARING LENGTH (NOTE 4,5) (NOTE 4) (NOTE 4) 2966 929 3895 0-4-9 0-4-6 0-4-11 3281 855 4136 2126 736 2862 221 726 2957 0-4-10 966 1393 1 4359 0-2 3281 1282 4563 04-13 0-5-5 2126 1104 3230 2231 1089 3320 2966 1858 484 05111 3281 1710 4991 05-5 2126 2231 1472 . 1452 3598 3683 0-5-14 -. 0-5-12 * FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. ot 12- BLOCK C NOTES: M CHORD OF TRUSS WOOD SPECIES. JUL 2 8 2U 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOtTO 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 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 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 OF =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 # 8 MEN=. w,"asmwo. sr gnpar rn ucterrr and READ.NoTSON T7ilS AND XNUDSD M Tr YJRRF 5NCSFAd5J,JU.74738EFT)P,5 I 7777 Destgn valid or use Only seith MiTch canneclorn, ThIs ctestgn is baed ordy upon pa amaler, shown, and is for an Individual building component. Appticabtlly of design pararnenlere and proper incorporolton of components responsibitily of budding designer- not Irvss destgner. Bracing shown :Citrus h 9561 is for lateral support of Individual web members only. Additional temporary broctng to Insure stability du4pg construction is the responsibilltty of this erector. Additional permanent bracIng of the overall structure Is the resornIbilily of the budding deitgner. For general guidance regarding Iab,lcotion. quality conirol, storage, delivery, erection and bracing. consult ANSI/IPIl Quality OnIon a. DSB.69 and aCItI 6u11d1n5 Component SatIsfy InlermaHoIs available from truss Plate Institute, 383 D'O,sàlrio Drive, Madison. Wt 5371?. [ BEARINE.BLOCK DETAIL 51/2" BEARING MI/SAC -4A 3/2/2004 PAGE. 1 MireK Industries, Inc. WesterlY Division REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES CE) IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a 0.01. lumber increase of 1.15 or higher. TrusSes not fitting these criteria should be examined indMduaHy. ., 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TR)SS BOTTOM CHORD SIZE LUMBER ALLOWABLE REACTION BEARING BLOCK BEARING BLOCK B HOOD BEARING ALLOWABLE LOADS AND GRADE (1b) ALLOWABLE LOADS ----S------ ALLOWABLE LOAD lib) .......- ilAFLIHG PATTERN (NOTE 1) (NOTE 4,5) (NOTE 4) (NOTE 4) TOTAL EQUIWLENT BEARING LENGTH 4661 - 929 5590 x4 BOTTOM CHORD 5156 -- 855 6o11 - 06-6 3341 6 TOTAL NAILS) HE' 4077 . -- 0-6-11 4232 0-6-10 3506 726 syp 4661 193 15054 0-7-2 ___DF _______ 5156 1262 6438 0-6-13 2s6 BOTTOM CHORD -- 3341 . 1104 - 3 ROWS B 3' O.C. HE' 4445 ---.-..--- 0-7-5 ----------------------- 112 TOTAL NAILS) .----- 3506 1089 ______________ 4595 0-7-3 SYP 6519 6866 0-7-11 0-7-5 4661 1858 2>:6 BOTTOM CHORD I DF 5156 1710 3341 1472 HF -- 4813 0714 (lb TOTAL NAILS) ~566 1452 4958 0-7-12 : FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 'V' MINIMUM HEEL HEIGHT CASE 2 CO4o433 W. 3-3J BRG BLOCK TO BE SAME 22 1/2" B1OdK SIZE, GRADE, B SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS 32' BLOCK H--H NOTES: . Ii 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. JUL 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. NAILS DESIGNATED ARE (.131 DIAM. x 31 MINIMUM FOR BEARINGS NOT NEARER-THAN 310 THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 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 Fe PERPENDICULAR VALUES: SYP = 565 psi DF =625psi HF =405psi' SPF = 425 psI NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900000 PSI OR NON-DENSE GRADE LUMBER. Page#9 aransoters WS&L) NOTES OR TillS 471) ZNCWDED KRSFSSSNCE 14001111.7473 irijpj uss. 7777 (3r enbacic Lane ...- Design void fof use only with Millak connectors, Thisdesign Is based only upon poan,silers shown, and Is for an Individual building component. Heights. 9561 Suite 109 Appllcdbilily of design paromnnleo and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown is (or lot esal support at IrsdWidual web members only. Additional temporary bracing a Insure stability during construction is he responsibilIty of the erector. Addillonat permprsenl bracing at the overall structure Is Bra responsibility of the building designer-For general guidance regarding tobrlcalion, quality control, slorage. delivery, erecting and bracing. consult ANSI/IPI) Quality Ciltissfa. DSB.BP and BCSIS Bufdlng Cowipisnent milt i" Safety tnfnsmetlon ovoioblo from Ituss Plate Inslilute. 583 D'Onof rio Drive. Madison. WI 53719. 11 END VIEW NEAR SIDE FAR S UPLIFT TOE-NAIL DETAIL MU/SAC -24 1 11/18/2004 IPAGE1 :... . . MiTek Industries, Inc. NOTES: . . Western Division OR TOP PLATE SPECIES FOR MEMBERS TOE-NPJLS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STAR1Eb 113 THE LENGTH OF THE NAIL FROM THE MEMBER END A$ SHOWN THEEND DTANQE,EbE DISTACE AND SPACING OF NAILSSHALL BE SUCH AS TO Q.YNUSUA SPLIIG OFma W.QQD. ALLOWABLEVALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES . . OF DIFFERENT SPECIES. TOE-NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail) - DIAM, . SYP . DF H J . SPF SPF-S .131 565 46.1 31$J 29.6 263 .135 .60.3 _47.5 32.6 30.7 2Q.9 .162 . 72.3 57.0 39.1 38.8 LA 128 53.1 41,8 28.7. J 27.0 f 9 .131 54.3 4.8 29.3 27.7 . 18.8 .148 61.4 . . 48.3 33.2 31.3L 21.3 .120 45.9 j 38.2 24,8 23.4 15.9 9 .128 .49.0 35.6 28.5 2.0 17.0 .131 50.1 3915 27.1 [ 25,6 17.4 .148 566. . L48.6 . 30,8 j! 1.8 VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)- 16d NAILS (.162" dlam. x 3.5') WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (lb/nail) X 1.33 (DOL for wind) 146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.6th 3 (naIls) X 36.8 (lb/naIl) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more thaft 146.8 IVs (176.6 ibs) another mechanical uplift connection must be used. USE (3) TOE-NAILS ON 20 BEARING WALL USE (4) TOE-NAILS ON 20 BEARING WAU. Page # 1 JUL 2 8 2011 OL W410. ViHn dMgnperwna5e and flE4D NOTnS0WTIM AND xNcLupzD AerEkj&FARFkC5 PAGIS ?a1n7473 BSYORIS usa. Delgn vSd ft use oiilywlthMi kennécloS. Thisdhlgnh based only upon oramstth shown. and t for dnlndMduolbuiiding component. AppkabIy qldcalgp pa omsnIer and poperinco,plIonot compgnonl h respoalbSly 01 budlng denpr- not l,vts designer. Bracing shown ldr lateral hüppo,1 othdMdOa1wb rnerbo only. Additional lempoioz bracing to Innise sloblily du,lng consituction It the pslbflhly atIlia erector. Adduliohel pbinianonl bracing Dl the ovta! slnciure It the resqndb5ly ql the building deslgrsar. Far general guidance regarding tobrlabilor. quciilly coniol, slerabè. deilvery, ctectton and bracing. consult ANSI/TPI) Quullly Cilloflo. 059.8? &nd BCSI1 Building Campenonl Sutety'Wdmmolldn avàllablItfromlrvu Plate Inrillule. 583 D'Onolrlo Olive. Mocttsor,.Wl 8371?. 109 Heights. CA, (10 TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SYP DF HF SPF SPF-S .131 88.1 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 , .162 118.3 108.3 93.9 91.9 80.2 C.) .128 84.1 76.9 66.7 65.3 57.0 9 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 1 84.7 82.8 72.3 ( .120 73.9 67.6 58.7 57.4 50.1 -J .128 84.1 76.9 66.7 65.3 57.0 .131 88.1 80.6 69.9 68.4 59.7 .148 108.6 97.6 84.7 82.8 72.3 SIDE VIEW (2x4, 24) 3 NAILS NEAR SIDE F X -FAR SIDE - NEAR SIDE SIDE VIEW (2x3) 2 NAILS I NEAR SIDE -1 FAR SIDE JUL 2 8 2011 LATERALTOENAIL DETAIL J MU/SAC -25 J 11/18/2004 PAGE 1 MiTek Industries, Inc. NOTES: Wetern Dlvlslàn TOE-NAILS SHALL BE DRI VEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF, THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOb: ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. I SQUARE CUT S. VALUES SHOWN ARE CAPACITY PER TQE-NAIL. APPLICABLE 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 (lb/nail) X 1.15 (COL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS [\A NEAR SIDE ILIN._. NEAR SIDE 45.00° / SIDE VIEW / (2x6) 3 NAILS NEARSIDE t NEARSIDE i NEARSIDE iii CL WARNrnG. Vortfy deefgn parw.seliere and R84D NOWS ON 2H%S AND INcLUDED IdITEK REFERENCE PAGE W-7473 BEFQRZ USE. Design valid lor use only with MiTek connector This design is based only upon parameters shown, and is for on Individual building component. Applicability of design paromenlors and proper incorporation of component is responsibility of building designer.; not trues designer. Bracing shown is for lateral support ollndir,tdual web members only. Additional temporary bracing to insure Mobility during construction is the responsiblility of the erector. Addiliorsdt permanent bracing of the overall structure ,s the resporeibully of the building designer. For general guidance regarding lobrtcalion. quality control, storage, delivery, erechon and buaclng. consult ANSI/T0I1 Quality Criteria. Dlik.B9 and BCSI1 kutrtir,g Component Safety informatIon avoloble from Truss Plate Inslilulo. 583 D'Onotsio Drive. Madison. WI 53719. WEB BRACING RECOMMENDATIONS ST-WEBBRACE Milek Industries, Chesterfield, MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE (lbs.) (See note 7) BRACE BAY SE 24"O.C. 48"O.C. 72'0.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A1 BC D C D 101-01 1610 1886 1886 2829 121-0* 1342 1572 1572 2358 3143 3143 4715 4715 7074 1150 1347 1347 14-0 2021 2 16 0 1006 1179 1179 1768 2358 2358 3536 iv-0"894 1048 1048 1572 3143 4715 1886 1888 j 2829 20'.0* 805 943 943 1414 Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DINGCNAJ. BRACED ISREQUIREOTO TRANSFER THECUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEUNG DIAPHRAGM. THE DIAPHRAGM ISTO BE DESIGNED BY OUALSIIED PROFESSIONAL 1 X4 IND. 45 SW 2. NESs CAI.CtA.ATICP4S ARE BASED ON I.ATSE1AI. BRACE CARRYNG 2% OFTHE WEB FORCE. A -OR- 3. DIAGONAL BRACED MATERIAL MUST BE SAME SEE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SI44U. BE WETAALED BA SUCH AMN4NER THAT IT INTERSECTS WEB MEMBERS I X 442 SRB )F, HF. SPF) ATAPP1IOX IS DEGREESANDSH#1L BE NALEDATEACH BAOAAAD EACH NTERDAEDLATETRUSS WITH 2-Ed lo.lsrALs') FOR 154 BRACES,2.lsd(O.I3I'ic 3) FOR ED 4,24254 BRACES, AND 3.10d(0.13111 FOR 254 BRACES. 4. CONNECT LATERAL BRACE TO EACUTRUSS WITH 2.84 (e.l3rX2.S') NAILS FOR 154 LATERAl. BRACBR 2.l0d(0.131'IG') WALE FOR ED and SA LATERAL BRACES, AND 34Ed(0.131'4) FOR IAELATEWALBRACEB. B 2 X 343, STD, CONST (SP:, OF. HF, OR SW) S.LATERAL BRACESHOULD BE CovTNU0USN4D SHOULD OVERLAP AT LEASTONETRUSS SPACE FOR CONTINUITY. - S. FOR ADDITIONAL GUIDANCE REGARDED DESIGN AND INSTALLATION OFBRACI'lG, CONSULT C 2 X 443, STD, CONST (SPF. DF, HF, OR SYP) DSH-BRTISAPORARYBRACTAG OFMETAL PLATE ca.81ECTEDWOOD TRUsSES AND BCS1 I GUIDE TO 0000 PRACTICE FOR HANDLING, INSTALLING a BRACED OF METAL PLATE CONNECTED WOOD TRUSSES, J0Wfl.Y PRODUCED BY WOOD TRUSS COUNCIL OF AMER GA ad TRUSS PLATE INSTITUTE. - aswj.cbaNduSycom SA4MaW.IpA%51.O!g - D 2 X 6 9 OR BETTER (SPF, OF, HF, OR SYP) 1. REPERTO SPECIFIC TRUSS DESIGN DRAWING FOR WEBMEMBER FORCE. . TABULATED VALUESAREBASEDC*AADCL. 1.15 FOR STABILIZERS: FOR A SPACING OF Sa'O.G ONLY. MI1EK 'STABILCER' TIBJSS BRACING SYSTEMS CANES SUBSTITUTED FOR TSVEA, B CANDO BRACING MATERIAL. DIAGONAL BP,ACSIG FOR STABIIIZSRS ARE TO EL PROVIDEDAI 8A'I AVE IADICATEO ABOVE. INWARD DIAPHRAGM BRACING B REQUIRED AT PTTD4 BIISAIIE, STABILISERE NAVES REPLACED WITH WOOD BLOCKING, SEE WTAEIUODR' TRUSS BRACING SISTMLA1TCI GUIGEAND PRODUCT SPECIFICATION. MARCH 12, 2009 ® MiTek Industries, Inc. CONTINUOUS LATERAL RESTRAINT 2-104 NAILS (SEE NOTE 4) TRUSS WEB MEEDERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. S _ Page # 12 1-BRACE AND L-BRACE : TJrnL1 -- - Nailing Pattern L-Brdca Nail Size. Nail Spacing 1x4 or 6 1Ôd (0.14BX3) 811 0.0. 2x4 8, orB 16d(O.162X 1/2") 8" D.C. Note: Nail along entire length of L-Brace or T-Brace (On Two-Plies Nail to Both Plies) SPACING MU/SAC -23 L-Braoe or 1-Brace Size for One-ply Truss Specified Continuous Rowe of Lateral Bracing Web Size I - 2 2x3'or2x4 IA - 2x4 2x8 1x8 2x8 2x8 2x8 " DIRECT SUBSTITUTION NOT AMICABLE. Seollon Detail Nails Nails . jr. Web Web L-Brace BI27I004 PAGE I rrrek Industries, Inc. Western DIVISIOn 1-Brace WE8 L-SRACE or T-BRACE T-Brace or f-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bik.1rig Web Size '1 . 2(1-Brace) 2x3or2x4 2x4 •2x4 2x6 2x8 2x8 2xB 2x8 Nails WGb—iB race JUL 2 8 2011 N8IIS" serum Detail Note: I. ,L-Bracing or T-Bracing to be used when continuous lateral bracing Is impractical. L-brace must cover 900/c of web length. L-Brace or 1-Brace must be same species grade (or better) as web member. The Stabilizer or Eliminator of Milek Ind. Inc. can replace the bracing members. Please refer to engineering document ___ provided by MiTek Ind. Inc. . Page # 1 31 WARJflJG V6tiiIl df9R pammr wuLRZAU 0WJJD ici.ope ?,2ZZJUVYflFjNCE PAO .74Th ED1W VIE. ãi vad arurn 04Y onh'wfth flo:lot.•Th, orgy upñ pQmeIBrI iowr.an, iIàrn In1duqbudli.c,pânunL g CA 951 ;l p eTer A ønLparmnont bmfr,g o Ih ovemhlrUcw I, Iho rozpoiutbfly of Iho buUd dagnor F gunmof ukonoo regoidIn M. QuaBy C,flo asn.aq acn ngnuu MITek DETAILA I (BASE TRUSSES SHEATHED) VALLEY TRUSS REST ON 2kCk DETAIIr (OFt THAN 3/12 PITCH) VALLEY T.iJSS:tAIL. M01-SAC - 19 4/2612004 IPAGE 1 oE 2 • LIVE LOAD = 60 PSF (MA) DEAD LOAD =16 PSF (MAX) D.61.It.JC=1.15 . ABLE.END, COMMON TRUSS 95MPH WIND SPEED, 3 SECOND GUST OR 0IROIEk TRUSS \ MiTek indüstrles. Inc. Wstern Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48 D.C. SPACING - 'jI.•- -j• --- i;---'--- ---- - • __ _it = It = :7 1 BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL ( 24 D.C. IJLL JC.fL VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS -- .-' I 'AI r,,. - r rIDnD TOt too 13 BEVEL VALLEY TRUSS Td. NAIL VALLEY TO BASE 1RL)SS WI (:) (1S13o"MIN) TOE NAILS.. to AITACH 2x6 CONTINOUS NO.2SPF TO THE FACEOFTI (.131"X3.0" MIN) NA TRUSS BELOW TOE - NAIL VALLEY TO BASE TRUSS WI (2 )*(.131"XaO" MIN) TOENAILS ATTACH BEVLECLc4 -CONT1NOUS NO2 SPF TO TH FACE OF THE ROOF Wi0(.14O'MIw) NAILS INTO EACH Thu$s BLoW AAPHVAEY T. -: '----- BEELE2x4WI (.2.), 1i'*30, "MIN) TOE WAItS DETAIL C TOE . NAIL VALLEY TO (GREATER THAN 3.112 PITCH BASETRUS WI LESS THAN 6112 PITCH) (2.) (.131kX30 MIN) TOE NAILS NOTES: JUL 2 8 ?fl SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-tf MAX AN PITCH BETWEEN 26/]2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OFBASE TRUSS WITH SHEATHING (f OTHERS) MAX WEB LNTH WITHOUT BRACE (6'4 WITH BRACE (12'-6' 4: IF TOP CHORD LATERAL BRACING REQUIREDIS LESS THAN SPACING OF VALLEY.TRUStES (24" O.C.j THAN ADDITIONAL '2(4 BRACING IS REUIRFD. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 1 O MAILS. dektgn pwc y wlli MOek 0! bpg~ni SUite 109 dezlymr nol mm datShb 8rng shown 0tflJ5 Heights C& iz!ng oonstruehon 4Ih IotponttUih 61 itte VALLEY TRUSS DETAIL M.HiSAC -19 4/26/2004 PAGE OF 2 MiTek Industries, Inc. Western Divlsion BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS WI W/USP RT7OR (.2)16d TOENAILS EQUIVALENT DETAIL D (NO SHEATHING) DETAIL (NO SHEATHING) NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE.TRUSS SHALL BE LARGER THAN THE SPACINGOF'VALLEY TRUSSES (24' 00. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. LATERAL FORCE SYSTEM SHALL AE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Page # 15j C JUL .28 2011 Vr4Jy design prametere and JtAD r Use ánlP wills M8Tak connedoe. This th I desigrt.pcsamenlen and prcp bcc,i pod ci IndMdinsl web mensbess onft., lanaI pe#ncnnl bocIrsg ci the ovoid ailty control. sIge. deery. orecilen Ion nvoabln from Turn Plate Inslilule. Quoflty 537;?. tar on IMduoI not I- 77`77 717 GreanbucU I Suite 109 I ceU Aehln. CA. sa ng shown bShsoIth EXP. C It JUL 2 8 2011 PURLIN GABLE DETAIL " Mo., FIRST COMMON PURLIN GABLE H04 1-101 = MI/SAC - 12 1 7/15/2005 JPAGE 1 0F4 MITk Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO-THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS, 5x5 31(5 31(5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO SEE DETA IL #3 BE ID O TOP OF THE ,. HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE C/) SEE DETAIL #2 0 I— TRUSSES BELOW . SEE DETAIL # 0 0 JACKS . 0 im U. SEE SHEET 2 OF 2 FOR ALL DETAILS Page # 16 WA 7 J dwf#npmctrran dRZ4D JØ?ZG De3tgn void lay use only wllh Mffek connecion. This design is AppTcabAJly at design pqramenletn and operIricozpaiJn Is fay lateral supped of lndMdual web members only. Addlilay eroclor. AdIIono1 pem issn brocing ofhe overall sirucler labdonllom quaIy conlrol. slorage, dafvesy, erection and be SaløtV Information avatabla frornlniss Plate IflsWuIø, 583 DOs AND 3? CLSDEO I REF83(2NdIT PAGE 85314T3 BE? upon paramef on shown, and Is for an IndivIdual bufldbig nonl Is re pansibITly of building dpslgner- not lam design rqsybroofngjo traure stability du coiinlnicllodb hems onstbh8l of the building designer. F'genemI guidance out ANSI(TPII QualITy Cdtode, DSB.89 and 8C511 Bu)Idlhg s, Madison, WI 53719. Ph Clinsa Heighle, CA, shown I of the I d APEX DETAIL #3 DETAIL #4 OF THE PURLIN PAGE PURIJN GABLE DETAIL MU/SAC 12 7/15/2005 MiTek hdustxles, Inc. Western DivIsIon 1 6 SINKER OR 16d BOX O.C. SPACING BY OTHERS THE.TOP OE:THE HIP GIRDER TRUSS AT THE- BASE GABLE IS DRDPRED LESS THEN ALL THE OTHERHIP TRUSSES. THEBOTTOM EDGE OF THE PURLIN GABLE' ALIGNSFACE W A ITH THE M EL P FT DETAIL #1 ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF lOd NAILS (.131" DIAM. x 3") SPACED 9" O.C. GIRDER 16d NAILS 61 O.C. DETAIL #2 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER vrtfijd nparän1tars adiD NOThS ON TIUB AND D4LUDD8DT n vald for ot*f wh MiTek inóctors. ThIs desIgn Is bced only upqi pDsaml3lel, sl ,pbbdes9II pstrnnlers ondproper ncoPOaII9fl ecornponnfli tspflSb1UJy oICFsVPPtOT IflONlDUOkW,lb mGmtopn'. Addlijonol lWflpolQiYbanP SQ inU scSorAdIUOnW psflncnenttPCbn Os me ovetol s$NlUi9I me rbsponsloslly aS The u bsico{Iofl:q5JqSIy canio siaroge. d1ive,y. eqecUan'and bec n. consulS ANSI/Tm Qualil SnS tiIemSeSIon ao8abIe(romTwm Plale inslllule. 583 D'Onoldo Ddve, Madison, WI 33119. O46433 EXP. 3-31 -1 Page # 171 TFziWNCz ?AGE 7473 WORE GRE. ~ganb~ck Lane JUL 232fl S 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS - HIP SET TRUSS 4 DETAIL #2_SUPPLI Page # 18 JUL 2 8 201 PURLIN GABLE DETAIL Mi/SAC 12 7115/2005 PAGE 3 OF 4 MITeR Industries, Inc. WeStern DIvisIon PURUN GABLE R OR 16d BOX NG BY OTHERS LbIAiLiSUI=PL. PURLIN WARIJ7U. VCrfy gnpzamat.,rt czndJF.AD NOTAB ONTMAND UJCLUID RC1PAGI 1747 BZFQRSUS 77GroonbatLan CA?S1Iht9, cAgst PURUN GABLE DETAI L MHISAC -12 . 7/15/2005 FPAGE 4OF4 Mlek;IndustrIee, Inc. Western Dtvlslon -- -- -- RIDGE BLOCKING - FIRST COMMON 2X BLOCKIN WICONNECT1ONS W/FRAMING CONNECTORS BY OTHERS 2-0-0 MAX DETAIL #3'S UP PL. o-q•12 TIGHTLY SET JOIN3 PURLIN GABLE HIP SET ROOF SHEATH NAILING BY DETAIL #4 SUPPL. 0-0-l2 / ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP DETAIL #4A S TpagePPL. # j9kJUL 28 ?0,11 WARMO - V.rW 4~Ago P~ctgft and RMD NOTES 09 TIM AND D(CLOZ6D Mr=K xzhbipl~ PA0Z,=-7477 BEFORE VS& 7157 Greanbatk Lane lo rmn vd loruz on), wflh Mifek orrcIc. ThJ der k bøod onh uoon owarnalan thwndnd hI n tndMdu,I boildin., nnnnnI ClU ReIhM, CA, 9551 • 16d SINKER OR 16d BOX. TYPICAL PURLIN GABLE V' LAST STANDARD GABLE END DETAIL *DIAGONAL OR L-BRACING REFER TO TABLE BELOW SEE PAGE 212 FOR ALTERNATE BRACING DETAIL - 1X40R2X3(1YP) VARIES TOCOM, 12 TRUSS CONT [Z—A VERTICAL STUD 2x TYPICAL 4 L -BRACE NAILED TO 2x4 VERTICALS WI8d NAILS SPACED AT 80 O.C. LOADINpsf) SPA.ING 2-00 TCLL 50.0 Plates-Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC MU/SAC - 20 J 4/27/2004 IPAGE 1 OF 2 MITek Industries, Inc. Western Division SHEATHING (BY OTHERS) 24° MAX I 24 O.C. 11/2" H 7/ 2X4 LATERAL. BRACING AS REQUIRED PER NOTCH AT TABLE BELOW 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL END IDCING WALL MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS-AT- END UPTO7'-O" 2 - 16d 7'-0" - 81-6" 3 - 16d OVER 81-6" 4 - Id TOP CHORD 2 X 4 DFL/SPF/HF - No.2 SOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD h7. C046433 EXP. 3-3113 OFC NOTES VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST EXP. B, HEIGHT 30 FT CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF B'-B". TOP CHORD NOTCHING NOTES 1)NE GABLE MUST BE FULLY SHEATHED WIRIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS IC.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6° O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. Pa e # 20 NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 WARNXNG. Vartj%t design pn.'wnctcre nndfl.4D 92 S0 ON ThIS AND ZODZD CRSFSRENCE?AGS 0OT7473 aspozw M. 7777 Greenback Lana I Design voId for use only with MiTek connectors. This design Is based only upon parameters shown. 100own, and Is for an ksdlvtuoI building component. I Citrus Heights, CA, 55 4ppltcob1t1y of design paromenters and proper Incorporation of component Is nsspornlbilhty of building designer - not truss desIgner. Bracing shown i for Iglorsil suppud of ktdlddUolwob rnssmben only. AdlInnnt fernporbzy bracing to kswres1ab01y dusIng construction is the reuponulblBty of the I erector. Additional peimanorsl bracing of the oveyail structure Is the resporrilblilly of the bu2d1n9des1gnet. For general guidance regording I labsiodlion, quolty cent ro storage, delivery, erect sirs and bracing, consult ANSI/IPIl Quullly Cdlesta. DSB-89 and BCSI1 Building Cdrnpeisont I Safety Inleimallen avaliobie Irons Irvsr Plate Inslilute. 503 DOnofrto Drive, Madison, WI 53719, MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRA 12 INCH O.C. 6-7-0 13-2-0 11-0-0 16 INCH O.C. 11-4-fl 24 INCH O.C. 4.80 . q4..0 7-9-p JUL 2 8 201 STANDARD GABLE END-DETAIL MH/SAC -20 4/27/2004 PAGE 2 OF 2 4- lOd NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK - 2- 10d (TYP) 2X4 BLOCK SIMPSON A34 - OR EQUIVALENT II "2X4 SIflJD OR BTR SPACED @ 6-0" O.C. 2X4No.2ORBTR CHOPSW/4-lod NAILS. MAX. = 6'4" MAX TO BEARING WALL STANDARD TRUSSES SPACED © 24" O.C. AL.TER.NATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1013 NAILS @ 6" O.C. 22X4 LEDGER NAILED TO EACH STUD WITH 4- lOd NAILS. JUL 2 8 2011 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- lOd TOE NAILS 4)THE lOd NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 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: MAXIMUM HEIGHT OF TRUSS = 8-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-O" THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. [Page # 211 WARJUNG Vnr&.s.degnp nelere rudD NO73OWT11TSAND 1NCICDSD S CRe3ailEl1cS1'AO tahl-7453 noxs us I 7717 (llreenb5Cli 15 Desfr, vald br Use orst' with MlTeh conneof on. ThIS designs baio.d only upon parametee ihown. andtoran lndlvkluat building component. I Sidle 108 Applicobilly of dosige poromaniwe and proper tncolp*tolt on of componeni I, responsi byot building destgnar not Iwse designel. Bradng shown I Clinle Heights. CA, for lateral wopeti at Individual web membeis only. Addilional Iernporozy bracing tot nturO siabtily during tructlän Is he retponslbisty of the eirecIet. Addiliidnof permanent bnlldpg of lho overall stiuctunø Is the responsibilhiy of the ls4iding designer, For general guidance regarding I fabrication, quallly cantrot sloioge.detvery. erecllon and bracing, consult ANSI/TH1 QuailtyCdIeda, 053.89 and BCSIT Building Component I Solely lntarmettnn available from Twit Plate trelttute, 583 D'Orsoinlo Dilve, Madison, WI 53719. 2X4 No.2 OR BTR GABLE EN SHAL4BE PROVIDED AT EACH END OF BRACH. EXCEPT FOR BRACE EXTENDED " STRONGBACK INTO THE CHORDS & CONNECTED TO S [EPLACE A MISSING STUD ON A GABLE TRUSS MIIISAC 27 11/18/2004 [PAGE I ® MIT ek Industries. Ir. I THIS IS A SPECIFIC REPAIR DETAIL TO B USED ONLY FOR rrs OF . OF THE TRU$S is UNDAMAGD. THE ENTIRETRUSS SHALL BE INSPECTED TO VERIFY THAT IO FURTHER REPAIRS AE REQUI.ED. WHEN THE REQUIRED REPAIRS ARE PORE5LV APPLIED, THE USS WILL BE CAPABLE OF SUPPOING - ThE LOADS INDICATED :' 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL. POSITION BEFPRE APPLYING gpA( AN HELD IN PLACE DURING APPLICATION OF'R'AR. THE EN DSTAIC EDGE ISTAI4E, AN SPACING OF NAILS, SHALLE SUCH AS TO AVOID SLITTINGOF THE ... WHEiSI NAILING. SCABS OR GUSETS THE Y:SE OF A BACKUP. WEIGHT IS RECOMMENDED TO AVQID LOOSENING OF THE CONNECTOR PLATES AT THE JOINtS OR, SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES A THE ORIGINAL (CUT TO FIT TIGHT) 24" MAX GAI~:LE . ,, : •. ... .,,. . ., 4 -. / ATTACH 51 12' X 7/16" OS B OR RL'YWOQD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) to THE INSIDE FACE OF TRUSS WITh.FIVE 6 NAILS(.II3" X 2.0"1 INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED.WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOA0IN 40-40040 (MAX) LOA URA11QN FACTOR: 1.15 SPAONG : 24rO.C. (MAX) TbPHORb2(4OR2X6 (NO 2MIN) PITCH: 312-1212 BEARING : CONTINUOUS ST(JDPACING :24" O.C. (MA)O REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER (RADES Page # 221 JUL 282 D àdW2flIB4WDflCLOñZD 4a - USa 'Grb ' Oegn vofd for ure oely wllh Mitel connecigro. fl8r delgn Is bomd oeh upon poromelea howr Is fat an Ind1uoI building corirponeni Ibsis "hid 8581 Suite C MAW== ApppabIy of degn potamenleo and prqpec pçorpgrallon 0? component Is rosponoib fly of building delqrw not truss desfgnBr Brgclng shown Is or I1orgl suppdil of lndMd1jcsl web members antI' AddlIlonal temporary bmcbrg to insure stoblilly during consiruclion Is lIre responribiSly at he erpclor Addijioflal pauirorsenl rockrg of the omol shualUre Is fho msporrribiili of fUr, buf ding dtgnar For gencyd guidance reggrcfng Iah'(op..y.oIy cryrtr. srorcge d8vory. erocllon nd brocrsg. cQrrinrtl ANS('TFII Quo Crtteda'DSS.89 and ecsii ulIdlng Coh,panènl S'dktylnfermalleh ovolidbln frominjos Plate hrsllk,Ie. 583 DOnoirlo Drtve, MadIsdn. WI 537) . NMI- Hz i, COMMON ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF lOd NAILS (.120" MIN X 3") SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS COMMON [REPAIR A BROKEN STUD ON A GABLE TRUSS MU/SAC -28 11/18/2004 IPAGE MiTek industrIes, Inc. .. Western DivisIon THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OFTHE TRUSS IS. UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ME PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. S ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE.DUING APPLICATION OF REPAIR. THE END DISTANCE EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TOAVOID 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. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WI (MIN) 7/16" O.S.B OR PLYWOOD. SEE MEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 4Q-10-0-1O (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X40R2X6 (NO 2MIN) PITCH :3/12 - 12/la BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN __ I FOR PLATE SIZES AND LUMBER GRADES ge # 2j JUL 28 2011 A wApJflNG. Ver4 d gnperrnn ,andR$AD NDTS ON2SAND 4OLZ7DP t,572tiCRZEEIthWCF*GE 4flBEJ'O&C USE. Suite 109 Design valid for use only with MiTek conesdon.1lh design Is bored only upon polomolern shown. and Is for an Individual bulidlrsg camponeni. cam Halghts, CA, 9581 Appicabilily of design pasomantess And proper incorporallon of component Is isssponsibllity of buliding designer - not truss designer. Bracing shown Islor k$eral support of individual web members only. Additional temporary brarg to Insure slablilly during construction is the responsibilIty at the MiTök e,óctar. Additional pernurnenLbmfng alihe oisesøl ,lruclure the rerponstbtlily of the bulld1n designer. Forgenerolguldonce régardir,g fabrIcation, quofly conirol. Siorogd, disBesy, crdclldn end bracing, consult AHBI/TPII Quality C,flioia. D58.89 and BCBII Building Component Solely Infesmnafion available ham Truss Plale inslilule. 53 DOnoIslo Drive, Madison, WI 53719, L7, [ REPAIR TO REMOVE CENTER STUD .QNA GABLE TRUSS MB/SAC 29 1111812004 PAGE 1 MFTek Industries, Inc. Western Division gal THIS IS A SPECIFIC-REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLYThAT ThE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE EIiTIRE 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. . ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING ktPAIRAWO HELD IN PLACEDURING APPLICATION OF REPAIR. THE END DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPUTTING OF THE WOOD. 4, LUMBER MUST BE cut CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X.,,. ORIENTATION ONLY. 6, CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MAXIMUM STUD SPACING =24" D.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO. BE DISTURBED, NO REPAIR NEEDED. COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEI< STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum; having pitches between 3/12 and 12112, total top chord loads less than 50 psf and maximum wind speedsof 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 TOP CHORD: 2X 4 OR 2X 8 (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 jPage # 24 JUL 28 2011 ' 1V1RNJNG. Vcrfb d esignprantws and RF4D NOTZS ON ZIZIS .1 ND XNCLUDSD R ENC.5PAOMD74? .DAFOR2 USE. gnvdlld taruse ontywtth Mile& can.eclbrx.Thls dnslgnh basad only upon p znatess shown, and Is los on lndviduoI buIlding con*na,,j. tcob5ly of dndgn pataIlcJ5 and per IncoscraDon ol çCmponenl repondb1Il1of building deslgrsnr- not truss dcdgrsnr. 8zodn9 shown otorol suppos at lndMduol web rnembem only. illonaltdmpoybracjn9 to Insure stablilty datIng C0nuictla Is the re!ppnslblllty at he 1o. AddltlonI prurnanbel biaotrsg at the overail struah,e Is he reØónslblIltyof the building dosIónaj ror genesatgutdance regarding Icaillon, quotly control, dotage, delvosy. erectIon and bracIng. consult ANSIIIPIl Qudilty Criteria. DSB.8? and SCSII Building Component ty tntorrnollon available tram Truss Pbto lr,rlflute. 583 D'Onolilo Drllse. MadIson, WI 53719. HeIghtS, CA, [ REPAI R TO NOTCH 2X6 TOP I CHORD ON A G ABLE TRU.SS . M . . MU/SAC -30 11/18/2004 PAGE 1 : . . MiTek Industries, Inc. .•-.•.. Western Division 1, THIS is SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL . INENTIQN. THIS REPAIRDbES NOT IMPLY. THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED, THE EIRE TRUSS SHALL BE INSPECTED TO VERIFY-THAT NO'. RPAIRS.AREREQUI . ED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE-LOADS IwDIcATEb; ALL MEMBERS. MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DI$TAr'CE, EDGE DISTANCE AND SPAING.OF NAILS SHALL BE SUCH AS TO AVOID SPUTI1NO. OF ThE. WObD LUMBER MUST BE PUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 112" X 1 1/2° NOTCH IN TOP CHORD 24" D.C. AS SHOWN *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED, 12n 24" MAX GAP% 10:z:4 2 MAX. J-4 THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WI (MIN) 7/16" 0,S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. Maximum, having pitches between 312. and 12)12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fithngthese criteria should be examined individually. TRUSS CRITERIA . LOADING :40-10-0-10 (MAX) . DURATION FACTOR: 1.15 SPACING: 240 MAXIMUM TOP CHORD; 2X 5 (NO 2 MIN) . C04643,3 PITCH:3112-12/12 BEARING: CONTINUOUS EXP. 3-31.13 STUD SPACING :24" O.C. (MAX) I REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES1 Page # 25J JUL 282Ofl WARWO. Plsrij%i do gnp.swheter5 w54R8A0 NO? ON 23flS&JD QVZ.UD8D REP g NC PAGE Jm.747 WORE USE, eslgn void I use only lIh Ibis con,rect. This deslpn Is based arty upon parameters shown. and is Io an Individual building component. I c, gis ppIlcabIblyol design poramenters and proper IncoiperalIon at compOnent Is rerponslblily at building $gnec. not truss designer. 8rndrrg shown for lateral support at ttefMduôl web .rnorthco only. Add1Itanl Idmporary bracing to insure sloblilly during comtrucllón lithe responilbiity oVINe rrector. Addlllonal peI!nannt bracing of the overall structure Is lbS reiponsBy of the bUl1dIr9 deslgr1or. For gpnSrol guidance regarding abita011on, quailty control, slogts. doilvery, ejedilob and bissdng, consult ANI/lPl1 uaUIy Criteria, 058.89 end SCSI buSSing Component . Ni ably lrrtermof lot, avaIlable Iromiruss Plate InsIlbulis, 583 D'Onolrbo Drive, Madison. WI 53719. I REPAIR TO. NOTCH 2X4 TOP Mi/SAC - 31 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS MiTek Industries, inc. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division 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 RE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. . LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X. ORIENTATION ONLY. B. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF lOd (3' X 0.131') NAILS SPACED 8' D.C. *MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/15" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" 0.0. maximum, having pitches between 3/12 and 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 S. SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112-12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) I*MU33J I REFER TO INDIVIDUAL TRUSS DESIGN I FOR PLATE SIZES AND LUMBER GRADES I Page #26 JUL 2 8 2011 Viify daaign puramdara and JW4D NO= ON 'JS AND DJCLZJDND W=REECCP4G &1O7475 BZFORE V.5 IT17 Gwnbad(LE use an lltntTT ed(cm1his bo erI sulle 109 citrus Hoighls.CA, STANDARD REPAIR DETAIL 25% Mu/SAC - 21A J 5/3/2004 jPAGE 1 vfi MiTek Industries, Inc. Western Division OTAL NUMBER 0 MAXIMUM FORCE (Ibs) 25% LOAD bURATION [NAIL8-EACH SIDE OF BREAK X INCHES SYP DF r SPF -_________ HF - 2x4 2x6 20 26 2x4 I 2x6 I 24 --,- - 2.6 14 21 24' - 2240 3360 2065 3097 1750 2625 - 1785 2677 18 27 30' 2880 4320 2655 3982 2250 3375 2295 3442 22 33 36' I 3520 [5280 3245 4867 2750 4125 2805 4207 26 30 39 45 42" 48' 1 4160 4800 6240 7200 3835 4425 5752 6837 3250 3750 :4875 3315 4972 5625 3825 5737J Est * DIVIDE EQUALLY FRONT AND BACK S. ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (C-ENTER ON BREAK OR SPLICE) WICONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (iWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED Soc STAGGERED AS SHOWN.(. 1 48"dia. x 3 THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (COPLATE LENGTH FOR SPLICE REPAIRS) C04 THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS. FOLLOWS: CiVIL OF 'l.-. --- - JUL 28 2011 BREAK . ... . . . * ..--' lad NAILS NEAR SIDE - - [P-i # 271 10d NAILS FAR SIDE •.-'••• I I S.. •."• TRUSS CONFIGURATION "I". .-.. •. ..•->.•• . AND BREAK LOCATIONS .5- . .5 .5.. ..-., . FOR ILLUSTRATIONS ONLY 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: THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING P O R T I O N O F T H E T R U S S 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. ALL MEMBERS MUST BE RETURNED 70 THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE W O O D . WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNE C T O R P L A T E S A T T H E J O I N T S O R S P L I C E S . S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY, S. THIS REPAIR It LIMITEP TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.. - . . I tQ1lNWO. V*rlftJ dedjnpefmnter. and RN(D NOI't.S ON DWS AND INot.IIDFO A1TtZR ENCP4OA NO.7473 BEFORE uss 77?7.Gteenbeck Lane Design eobd for use only with Mifek connector,. lies design is bated only upon parameters shoNrr, and Is for on individual bulding component. suite 109 Citruv Pus Applicabitly of design poromenfers and proper incorporation of component Is rsponlbillIy of building desIgner' WIrus designer. Bracing shown is lot lolerot support ollrsdivldual eeb members only. Additional lemporory bracing to Insure slobuilty during condruction Is the responsib Wily of the erector. Addilionol permanent bracing of the overall structure Is the resporssibfiy of ho building designer. For general guidance rego,dfrrg D91 lobricollon, qualily control, storage. delivety, erection and bracing, consult ANSI/TPIl QIsaIlly Criteria, DSB.B? and BCBII Building Component db 5db0lyIn, ,mefon0bt (torn Truss Plate inb0,5830fbtt10 Drive, M0d1501tW153719. i._... - .......... FAE BOTTOM CHORD FI LLER DETAIL MU/SAC '1 3/10/2004 JPAGE I Milek Industries, Inc. Western Division TRUSS BOTTOM CHORD BRACED PER MAIN - TRUSS ENGINEERING BRACING SPECIFICATION MAX 3-0-0 EXTENSION ALT. FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LU1 FILLER Bd MAY BE SPLICED WITH 3x4 I M20 PLATES OR WITH 2X4 NO2 2'-O" LONG I 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED 1 TO ONE FACE W/(.131"X3.0" Mit'.) NAILS @ 4" O.C., 2 ROWS. 4x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-1Cd COMMONS (TYP) .FILL.VERTI..&$TUP. 2X4 STD OR BETTER LUMBER NOTES: FOR LUMBER SIZE AND GRADE AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: = 10 PSF TRUSS SPACING = 24' O.C. MAX MAX BOTTOM CHORD PITCH = 4112 FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 JUL 2 8 2011 WARNWQ. VgrJj daafgnparemtcr# and MU)JIOT2E OH 7 AIM ThCWDJSD A97PX RWE D P4GBM7I7'173 BEFORE USE. lgn yand to we only with Mfle onnecIoiThl dosignlion Is besed only upon pojarnelers shown, and Is lOT OC IndMdsicI bulldln corrponn ,tcabIitlyoIdelgipamrnonlen and oper beosposa of component Isreionsiblllly of buitding dplgnur• nof Iron desIgner. 8,ob lolQrol supput othdIvIdtiotwb'mombon only. AsithU0nd1ersposy brocIrs to Isutee sloblilly du gelnic1Ionk the responsblffly :Ior_ Addilono1 ponnonerst bodng at he ovcräRI,ucIure Is Iherespanslblitlyôl the bufiding designer; FOr general guidance rdgerdlng icallari. quafty control storage. dorvesy. èrnctton and bradng, consuit ANSt/Tpt1 uOtlty Csltoila.O5S.89 and BCSIR FORding Composes ty Inlonnotlon available horn Truss t'tole Institute. 583 DOnofto Dslva, MadIson. WI 537 lit, CO4o433 Exp. 3-31- I JUL 2 8 2011 12 2-12 F~ T OVERHANG REMOVAL DETAIL M1I/SAC - 5C f 12/6/2005 IPAGE I MITeK Industries, Inc. Western DM&on TRUSS CRITERIA: LOADIt'JG: 25-18-0-10 (MAX) Dl.jRAT1OFiFACTdR: 1.15! 1.25 SPNG:a4"O. TOP CHORD: 2x4 OR 2x6 HEEL HlGHt: STANDARD HEEL UP TO 12 ENERGY HEEL ENb BEARING CONbIliON Trusses not fitting these criteria should be examined Individually. NOTES: THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED SCAB APPLIED OVERHANGS MH!SAC 5 312512004 }PAGE I MiTek Industries, Inc. Western DIvIeon TRUSS CRffERI S LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" D.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 indiv i d u a l l y , NOTES: I. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT A N O V E R H A N G . T H I S D E T A I L I S N O T T O B E U S E D W H E N OVERHANG HAS BEEN BROKEN OFF. ATTACH 2x._SCAB SAME LUMBER SIZE AND GRADE AS TOP C H O R D T O O N E F A C E O F TRUSS WITH TWO ROWS OF (6.131'%W) NAILS SPA C E D @ 8 " D . C . THE END DISTANCE, EDGE DISTANCE, AND SPACING O F N A I L S S H A L L B E S U C H AS TO AVOID UNUSUAL SPLITTING OF THE WOOD . WHEN NAILING THESCABS, THE USE OF.A BACKUP W E I G H T I S R E C O M M E N D E D TO AVOID LOOSENING OF THE CONNECTOR PLAT E S A T T H E J O I N T S O R S P L I C E S . 12 2-12 [7' 2x SCAB - 'N (L) (2. 0 x Q 24" MAX 24" MIN [REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES LPage # 301 WMU1fl. fThr(jij dc ynp rnarn u,dJUthKO1S ON 1'ftrn rk,Ierahvppoz1 ol IndMduái web m bati. A&WIdned ferrqiomrybraàbg }o Iniuja dby àl,thucftdn sTho.n nnc). Addliionol pns7nanen bocbg ol Ihe ove,oI sIncwe Ihe r e s p o n t h 5 l y a t t h e b u t d l n g d e s t g n e r . F a t g o n e q ) g u t d a n c e tatetcaflon, qija5y c rdroi. demon, detvwy, eeetIon end brndn, c e m u l i M S t / T P f l Q u e i f t y C i t h e t u , D S B - B 9 and BCfl aufldlng Setetytnte,matlen a 1tabt ho nIruuPtc%n jnlliule, 8OnotiteD, 1 v e . M à d h o n , W t S 3 7 l . O4ó43) EXP. 34-I,V'' A CM1 '- U OFCP.j JUL 2 8 2011 sLfild 106, Me 7M GrdMbwk We