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Home My WebLink About1225 OAK AVE; ; CB112410; Permit01-30-2012 Job Address- Permit Type Parcel No Valuation Occupancy Group # Dwelling Units' Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Residential Permit Permit No: CB112410 Building Inspection Request Line (760) 602-2725 1225 OAK AV CBAD RESDNTL 2050204300 $404,405 00 Sub Type SFD2U Status Lot # 0 Applied Construction Type NEW Entered By- Reference #• Plan Approved: 2 Structure Type' MF2-4 Issued. 5 Bathrooms: 4 Inspect Area: GAUTHIER RES- BUILD NEW Grig PC#. 2,785 SF SFD W/ 552 SF GARAGE, 161 SF ENTRY PORCH Plan Check # WITH ATTACHED 593 SF SDU ISSUED 11/14/2011 LSM 01/30/2012 01/30/2012 Applicant SAM WRIGHT STE N 2911 STATE ST CARLSBAD CA 92008 760 720 7631 Owner' GAUTHIER RAYMOND C&GILLIS-GAUTHIER DARLENE M 3576 HIGHLAND DR CARLSBADCA 92008 Building Permit $1,891 22 Meter Size Add'l Building Permit Fee $0 00 Add'l Reel Water Con Fee $0 00 Plan Check $1,323 85 Meter Fee $403 00 Add'l Plan Check Fee $0 00 SDCWA Fee $4,492 00 Plan Check Discount $0 00 CFD Payoff Fee $0 00 Strong Motion Fee $40.44 PFF (3105540) $7,360 17 Park in Lieu Fee $0 00 PFF (4305540) $6,794.00 Park Fee $0 00 License Tax (3104.193) $0.00 LFM Fee $0.00 License Tax (4304193) $0 00. Bndge Fee $0 00 Traffic Impact Fee (3105541) $4,400.00 Other Bndge Fee $0 00 Traffic Impact Fee (4305541) $0 00 BTD #2 Fee $0 00 Sidewalk Fee $0 00 BTD #3 Fee $0 00 PLUMBING TOTAL $150 00 Renewal Fee $0 00 ELECTRICAL TOTAL $150 00 Add'l Renewal Fee $0 00 MECHANICAL TOTAL $150.00 Other Building Fee $0 00 Housing Impact Fee $2,925 00 HMP Fee $0.00 Housing InLieu Fee $0 00 Pot. Water Con Fee $3,549 00 Housing Credit Fee $0 00 Meter Size FS1 Master Drainage Fee $0 00 Add'l Pot Water Con. Fee $1,511 00 Sewer Fee $2,192.00 Reel Water Con. Fee $0.00 Additional Fees $0 00 Green Bldg Stands (SB1473) Fee $16 00 Fire Spnnkler Fees $0 00 Green Bldg Stands Plan Chk Fee $0.00 TOTAL PERMIT FEES $37,347 68 Total Fees- $37,347 68 Total Payments To Date $37,347 68 Balance Due: $0.00 Inspector' FINAL APPROV/^L Date: <^->^-Q Clearance NOTICE Please tal<e NOTICE tiidt approval of your project includes the "Imposition" of fees, dedications, resen/ations, or otfier exactions fiereafter collectively referred to as "fees/exactions" Yo.i fiave 90 days fronn the date this pernnit 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 IVlanager for processing in accordance with Carisbad 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 thc-ii imposition You are hereby FURTHER NOTiFIFD that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have previously been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired 01-30-2012 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW110426 Job Address Permit Type' Parcel No Reference # CB# Project Title' 1225 OAK AV CBAD SWPPP 2050204300 CB112410 Lot# GAUTHIER RES- BUILD NEW 2,785 SF DWELLING W/ 552 SF GARAGE, 161 SF ENTRY PORCH Pnority M Status. Applied Entered By Issued Inspect Area Tier ISSUED 11/14/2011 LSM 01/30/2012 1 Applicant SAM WRIGHT STE N 2911 STATE ST CARLSBAD CA 92008 760-720-7631 Owner' GAUTHIER RAYMOND C&GILLIS-GAUTHIER DARLENE M 3576 HIGHLAND DR CARLSBAD CA 92008 Emergency Contact RAY GAUTHIER 760-497-5679 SWPPP Plan Check SWPPP Inspecfions Additional Fees $50 00 $210 00 $0.00 TOTAL PERMIT FEES $260.00 Total Fees $260 00 Total Payments To Date. $260.00 Balance Due: $0.00 FINAL APP^4u^AL CITY OF Building Permit Appiication 1635 Faraday Ave , Carlsbad, CA 92008 760-602-2717/2718/2719 Fax 760-602-8558 www carlsbadca gov Plan Check No.(2fo/l PM'IO Est. Value *fO<4^MQ5 Plan Ck. Deposit V^i:^ Date H)tM-| II SWPP JOB ADDR SUITE#/SPACE#/UN1T# ;2o^ 03.0 45 -QO CT/PROJECT # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR TYPE OCC GROUP DESCRIPTION OF WORK: /ncfude Square Feet of Affected Area(s) t 5-F^<^ Af^ 1(^1 ijl EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) YES • #_ NO • AIR CONDITIONING YES lOT NO O It FIRE SPRINKLERS YES K NO D UMIjTNAME (Primary OP>rc\ pntact; r\fyt-fr APPLICANT NAIVIE (Secondary Contact) ADDRESS 3b J , I ADDRESS STATE CITY STATE PHONE PHONE EMAIL PROPEJBWfcOWNER NAME , _ II J . . ^ CONTRACTORBUS NAIVIE ADDRESS /•« . , X I STATE ZIP i«* CITY STATE ZIP EMAIL , I TZ p' I I PHONE FAX .HyDESIGNER NAME & ADDRESS . STATELIC # STATE LIC # CITY BUS LIC # (Sec 7031 5 Business ano>frrofessions Code Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, pnor to its issuance, also requires the applicantfor such permit to file a signed statement that he is licensed pursuant to the provisions ofthe 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 applicantfor a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)) Workers' Compensation Declaration I hereby affinn under penalty of perjury one ofthe foltowing declarations n I have and will maintain a certificate of consent to self-msure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the v»ork for which this perm it is issued n I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued My worlters' compensation insurance earner and policy number are Insurance Co Policy No Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less O Certificate of Exemption I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING. Failure to secure workers' compensation coverage is unlawful, and shall subject an employerto criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees CONTRACTOR SIGNATURE •AGENT DATE / hereby affinn that i am exempt from Contractor's bcense Law for the following reason • I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself cr through his own employees, provided that such improvements are not intended or offered for sale If, fiowever, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose ot sale) • I, as owner of the property, am exclusively contracting with licensed contractors to construct the projecl (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of properfy 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 I personally plan to provide the major labor and matenals for construction of the proposed property improvement • Yes O No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the follo«»ing person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the maj or work (include name / address / phone / contractors' license number) 5 I will provide some of the work, but I have contracted (hired) the following persons lo provide the work indicated (include name / address / phone / type of work) yfifpROPERTY OWNER SIGNATURE OAGENT DATE t I - iH'-'^O ^ I 0m Is the applicant or future building occupant required to submit a business plan, acutely hazardous matenals registration form or nsk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Acf DYes DHo Is the applicant or future building occupant required to obtain a pemiit from the air pollution control distnct or air quality management districP • Yes • No Is the facility to be constructed within 1,000 feel of the outer boundary of a school site'' • Yes DNo 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 I hereby affirm tfiat ttiere is a construction lending agency for ttie performance of ttie work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address IcertVttiatlhaveiead the application and state thatttieaboveinfomiatonis coirect and that the infomnation on the plans is accuiate. I agiee to comply with all City ordinances and State laws relating to building constmction I hereby autiiorEe representative of the City of Carisbad to enter upon ttie above mentioned property for inspection purposes I ALSO AGREE TO SAVE, INDEMNII=Y AND KEEP HARMLESS THE GITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA pemiit is required for excavations over 50' deep and demolition or constmction ot stmctures over 3 stores in heigiit EXPIFWTION Every pemiit issued by tiie Building Officiallinder ttie provisions of this Code shall expire by limitation and become null and void if the buikJing or vroik authonzed by such pemiit is not commenced within 180 days from the date of such pemiit or if the building or ipi\', authofced by such pennit is suspended or abandoned at any time after the wort^ is commenced for a penod of 180 days (Section 106 4 4 Unifomn Building Code) APPLICANT'S SIGNATURE DATE Inspection List Permits: CB112410 Type: RESDNTL SFD2U Date 06/12/2013 06/07/2013 06/06/2013 06/06/2013 12/27/2012 12/12/2012 11/29/2012 11/29/2012 11/20/2012 10/16/2012 10/04/2012 08/30/2012 04/18/2012 04/16/2012 04/16/2012 03/29/2012 03/13/2012 03/01/2012 02/15/2012 02/07/2012 Inspection Item 89 Final Combo Final Combo Final Combo Final Combo Drywall/Ext Lath/Gas Test Insulation Shower Pan/Roman Tubs Rough Combo Rough Combo Rough/Topout Shear Panels/HD's Roof/Reroof Sewer/Water Service Frame/Steel/BoltingA/Veldin Rough Electnc Underground/Under Floor Ftg/Foundation/Piers Underground/Under Floor Steel/Bond Beam Footing Inspector PD PD PD PD PD MC MC MC PD PD PD PD PD PD PB PD PD PD PD Act AP CO CO Rl AP AP AP AP CO AP AP AP AP PA PA AP AP PA PA PA GAUTHIER RES- BUILD NEW 2,785 SF SFD W/ 552 SF GARAGE, 161 SF Comments COF FLOOR TSPB REL GROUT, PAD FTGS Thursday, June 13, 2013 Page 1 of 1 CARLSBAD Building DepartmeiU INSPECTION RECORD INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB CALL PRIOR TO^frOO P.M. FOR NEXT WORK DAY INSPECTION CITY OF EPT. " SCHEDULE FIRE DE INSPECTIONS AND TESTS 48 HOURS )H ADV«-»NCE PHONE .'760) 60'/-«566O CB112410 1225 OAKAV GAUTHIER RES- BUILD NEW 2 785 SF SFD W/ 552 SF GARAGE, 161 SF ENTRY PORCH WITH ATTACHED 593 SF SDU RESDNTL SFD2U Lot# SAM WRIGHT RECORD COPY FOR BUILDING INSPECTION CALL: 760-602-2725 APPROVED TO COVER DATE: /l7p/a Type of Inspection Date inspector Notes BUILDING FOUNDATION REINFORCED STEEL MASONRY • GROUT • WALL DRAINS TILT PANELS 5. fJ. /U /^aiJt^t>/h'7^^'^ POUR STRIPS COLUMN FOOTINGS SUBFRAME 4?hT.OOR • CEILING ROOF SHEATHING EXT. SHEAR PANELS FRAME v/aor AI^ INSULATION EXTERIOR LATH INTERIOR LATH & DRYWALL FINAL PLUMBING TL llN iEWER AND Bl/CO • PL/CO NDERGROUND 4B-WASTE /^^WATER TV TOP OUT • WASTE • WATER TUB AND SHOWER PAN • GAS TEST • GAS PIPING rv • WATER HEATER • SOLAR WATER FINAL ELECTRICAL a ELECTRIC UNDERGROUND PER ROUGH ELECTRIC WALLS ROUGH ELECTRIC CEILING [^ELECTRIC SERVICE [^TEMPORARY 7r^ • BONDING • POOL PHOTO VOLTAIC FINAL MECHANICAL UNDERGROUND DUCTS & PIPING UND^ DUCT & PLEM. • REF. PIPING APPROVED TO COVER DATE: type oinlnspectlon Date Inspector Notes BUILDING FOUNDATION REINFORCED STEEL MASONRY • GROUT • WALL DRAINS \ POOft- ^A-D^ --/W^ TILT PANELS POUR STRIPS COLUMN FOOTINGS SUBFRAME #FLOOR • CEILING ROOF SHEATHING EXT. SHEAR PANELS FRAME t3|gc.. <^ to UBvtr INSULATION EXTERIOR LATH INTERIOR LATH & DRYWALL FINAL PLUMBiNG zz: SEWER AND BL/CO • Pl/CO NDERGROUND ^B^WASTE /^WATER ^ / • /• TOP OUT • WASTE • WATER TUB AND SHOWER PAN • GAS TEST • GAS PIPING • WATER HEATER • SOLAR WATER FiNAL ELECTRICAL • ELECTRIC UNDERGROUND FER ROUGH ELECTRIC WALLS ROUGH ELECTRIC CEILING •-EllECTRIC SERVICE [^TEMPORARY • BONDING • POOL PHOTO VOLTAIC FINAL MECHANICAL UNDERGROUND DUCTS & PIPING UNDfi DUCT & PLEM. • 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 Building Inspectors (7am-4pm) (760) 602-2700 CMWD (760) 438-2722 Ext 7151 REV 8/2009 1635 Faraday Ave. • Carlsbad, CA 92008 • 760-602-2700 • www.carlsbadca.gov SEE BACK FOR SPECIAL NOTES TYPE OF INSPECTION Date inspector Notes FIRE A/S UNDERGROUND ^ \ \ \ ^ \ A/S OVERHEAD A/S FINAL ' AUTO EXTINGUISHING SYSTEM \^ \ MEDICAL GAS ^^Ss^ ALARM SYSTEM ^""'^^ Section 5416. Health and Safety Code, State of California (a) There shall be not less than one water closet for each 20 employees or fractional part thereof workin at a construction job site. The water closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term construction site shall mean the location on which actu? construction of a building is in progress. (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such constructio or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Wor shall not be done beyond the point indicated in each successive inspection without first obtaining th approval of the inspector. ADDITIONAL NOTES EsGii Corporation In Partnership with government for (BuiCding Safety DATE: 12/20/11 •IgANT ^JURIST JURISDICTION: Carlsbad •^PLANREVIEWER • FILE PLAN CHECK NO.: 11-2410 SET: II PROJECT ADDRESS: 1225 Oak Avenue PROJECT NAME: SFD/Garage/Covered Porches/Attached 2°«> SFD for Gauthier I I 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: 1X1 EsGil Corporation staff did not advise the applicant that the plan check has been completed I I EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted: Telephone #: \ /I %- Date contacted: (by: )Email: Mail Telephone Fax In Person y ^ REMARKS: 1) Required fire sprinklers' are being reviewed by Parsons.(^ Transfer notes in red ink to sets at the City. On E1 (note 6) add "smooth max 5 ft with provided symbol and show location in living room of 2"'' dwelling on E1 and in laundry room on E-2 \ By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC (P) 12/16/11 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnership with government for (BuiCding Safety DATE. 11/18/11 aASPUCANT .^--•-iJ'TuRig^ JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLAN CHECK NO.: 11-2410 SET I PROJECT ADDRESS: 1225 Oak Avenue PROJECT NAME: SFD/Garage/Covered Porches/Attached 2«<» SFD for Gauthier I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. ! I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 3 The applicant's copy of the check list has been sent to: Sam Wright 2911 State Street Suite H Carlsbad, Ca. 92008 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. ^ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Sam Wright Telephone #: (760) 720-7631 Date contacted: ll-Zhil (by: DU )Email: wriqhthaus(a>roadrunner.com Fax #: (760)720-7634 £'Ma\i ^ Telephone Fax In Person • REMARKS: By. Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 11/15/11 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 11-2410 11/18/11 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.. 11-2410 JURISDICTION: Carlsbad PROJECT ADDRESS: 1225 Oak Avenue FLOOR AREA: Dwelling 2785 Garage 552 Covered Porches 161 2d Dwelling 593 STORIES: 2 HEIGHT: 23 ft per CBC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 11/14/11 DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/15/11 DATE INITIAL PLAN REVIEW COMPLETED: 11/18/11 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy consen/ation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2010 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 11-2410 11/18/11 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit four new complete sets of plans for commercial/industrial projects (three sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verify final sets of plans will also be signed by designer (Architectural sheets) as well as engineer of record stamping and signing the structural sheets (and any additional calculations if required). 3. Notes in ink and changes in ink to be on vellums or CAD drawings so as to be a permanent part of the plans. Cover sheet is noting APN to be 205-020-43-00. 4. Provide calculations prepared by a licensed engineer that will show water consumption reduction of 20% below the baseline water consumption listed in Table 4.303.1. In lieu of providing the calculations, imprint on the plans the attached Table 4.303.2 listing fixtures that meet the 20% reduction. CGC 4.303.1. Please review notes as some ofthe notes are outdated. See note 15 on A7 for example. Recheck all locations. TABLE 4.303.2 FIXT1 LIRE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE AT > 20 % REDUCTION Showerheads 2 gpm @ 80 psi Lavatory faucets, residential 1.5 gpm @ 60 psi Kitchen faucets 1.8 gpm @ 60 psi Gravity tank-typewater closets 1.28 gallons/flush' Flushometer tankwater closets 1.28 gallons/flush' Flushometer valvewater closets 1.28 gallons/flush' Carlsbad 11-2410 11/18/11 1. Includes single and dual flush water closets with an effective flush of 1.28 gallons or less. Single flush toilets—The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is the average flush volume when tested in accordance with ASME Al 12.19.233.2. Dual flush toilets—The effective flush volume shall not exceed 1.28 gallons (4.8 liters). The effective flush volume is defined as the composite, average flush volume of two reduced flushes and one full flush. Flush volumes will be tested in accordance with ASME Al 12.19.2 and ASME A112.19.14. 2. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. 5. Please revise detail 5/AD1 to reflect the 7 /4 " rise noting on other details. 6. How is accessory unit being provided with hot water- are both units sharing same water heater? If not show location and verify adequate combustion air /working clearances provided. See above concerning locations ofany fuel burning appliance. 7. Per the NEC a minimum 100 amp panel must be provided to all dwellings. Sub panel ok as long as tenant has direct access and not placed in bathroom, clothes closet etc. 8. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." 9. For duplexes only: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion ofthe project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CBC Section 1207.11 10. For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11. 11. Show the T and P relief valve at the water heater and the VA minimum discharge pipe size with routing to the exterior. CPC Section 608.3. Carlsbad 11-2410 11/18/11 12. Please note on plans the dryer limitations i.e. 14 ft with 2 elbows for dryer at 2"*^ dwelling. 13 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% (but not more than 80%) of the required vent is at least 3 feet above eave vents or cornice vents). Show on the plans the area required and area provided. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement. If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. 14. Show location(s) of required underfloor access ( 16" x 24"). Section R408.4. 15. Show locations of required under floor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. 16. Could not determine what is going on with A7 and A8 as noting "Reflected Ceiling Plan" and no lighting? 17. Truss design to include FAU(s) in attic where applicable. Verify dead loads and clearances for FAU/catwalk are provided and attic access framing when exceeds 24" in width. Please verify FAU and Attic accesses are addressed in truss calculations. The FAU location for 2"^ Dwelling appears to be under 2"°' floor framing. 18. Please provide evidence that the engineer-of-record has reviewed the truss calculation package prepared by others (i.e , a "review" stamp on the truss layout or a letter). CBC Section 107.3.4.2. 19. Residential ventilation requirements for exhaust fans: • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/20 cfm), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior Note: CFM and noise rating ("Sone") must be specified on the plans • Mechanical whole house ventilation must be provided. Include the following information. Fan sizing (cfm), "Sone" specification, and the duct sizing and length Note: The information must match or exceed the design found on CF-6R-MECH energy forms. • All exhaust fans must be specified at a noise rating ofa maximum 1 "Sone" (for the continuous use )or3 "Sone" (for the intermittent use ). Carlsbad 11-2410 11/18/11 20. Bathrooms shall be mechanically ventilated in accordance with the mechanical code (openable windows are no longer acceptable). CBC Section 1203.4.2.1. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. All installed exhaust fans must be specified at a noise rating ofa maximum 1 "Sone" for the continuous use or maximum 3 "Sone" for the intermittent use. 21. Provide a letter from the soils engineer confirming that the foundation plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents as required per page 11 of soil report. 22. Please verify placement location of RB1 as does not appear to be correct per the lengths ofthe truss calculations (B21G and B22G). 23. Please detail and reference how the 2x6 roof rafters are to intersect with each other above the entry and could not locate where ceiling joist size and spacing noted on S5 ? 24. No design provided for the curved plates. Specified how radiuses will be created i.e. material using for sill and top plates and if using plywood then specify number and thickness of plies? 25. Please verify calculations address all the major beams i.e. the cantilevered beams at lines 2 and C , the 5 % PLM with point load on Line H etc. 26. Could not locate where plans reflected shear to roof sheathing or drag truss. See line 4 for example on S4 where hip jack occurs. Recheck all locations. • CITY of CARLSBAD REQUIREMENTS 27. For R-3's, fire sprinkler plans must be included with the original plan submittal. The sprinkler plans must be reviewed/approved by EsGil staff before a permit can be issued • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 11-2410 11/18/11 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 11-2410 PREPARED BY- Ray Fuller DATE: 11/18/11 BUILDING ADDRESS: 1225 Oak Avenue BUILDING OCCUPANCY: R3 Ul TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwellings 3378 110 17 372,154 Garage 552 28.74 15,864 Cover Porches 161 9 59 1,544 Fireplace 1 2,621.34 2,621 Air Conditioning Fire Spnnklers 3930 3.11 12,222 TOTAL VALUE 404,406 Junsdction Code cb By Ordinance Bldg Permit Fee by Ondmance Plan Check Fee by Ordinance Type of Review 0 [^Repetitive Fee ^ Repeats Complete Review • Other ^ Hourly EsGii Fee • Structural Only Hr. @ * $1,891.22 $1,229.29 $1,059.08 Comments' Charge additional 1 hour for Cal-Green $86.00 Sheet 1 of 1 macvalue doc CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST E-36 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB 11 -2410 Review # Date 11/16/11 Project Address- 1225 Oak APN. 205-020-43 Project Description- New SFD and 2du Valuation. $404,405 ENGINEERING Contact - Kathleen Lawrence Phone 760-602-2741 Email kathleen.lawrence@carlsbaclca.gov Fax 760-602-1052 STOP! Please Any outstanding issues will be marked witHKSL,'. 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 confonn to permit requirements are marked with ATTACHMENTS: [ "J Engineering Application I Storm Water Form Right-of-Way Application/lnfo Sheet Reference Documents jRING^AlJTHpiyZATjpN,T0jISSyE,.BIiJILDING=RERMIT E-36 Page 1 of 6 CB 11-2410 Reviews 1 1. SITE PLAN RECORDED FIA ON PARCEL MS 756 Provide a fully dimensioned site plan drawn to scale. Show. : / / 17 North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets i_ / ! Driveway widths L /_J Existing or proposed sewer lateral ! / i Existing or proposed water service I Submit on signed approved plans DWG No Show on site plan: JZJ Drainage patterns / I Building.pad surface drainage must maintain a minimum slope of one percent towards an adjoining I] street or an approved drainage course /JADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building" Existing & proposed slopes and topography JSize, 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 dnveways, per standards Include on title sheet: LJ /~1 Site address I / I • Assessor's parcel number Legal descnption/lot number For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufactunng, warehouse, office, etc) previously approved I 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 Subdivision/Tract. MS 756 Reference No(s)- E-36 Page 2 of 6 REV 4/30/10 CB 11-2410 Review # 1 2. DISCRETIONARY APPROVAL COMPLIANCE N/A Project does not comply with the following engineering conditions of approval for project no., 3. DEDICATION REQUIREMENTS N/A Dedication for all street rights-of-way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000 00 , pursuant to Garlsbad Municipal Code Section 18.40 030 For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows- 4. IMPROVEMENT REQUIREMENTS FIA NO. 89-08 ~/l 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 Public improvements required as follows- curb, gutter, sidewalk, street improvemetns r / J 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 pnor to issuance of a building permit LIU Future public improvements required as follows- E-36 Page 3 of 6 REV 6/30/10 CB 11-2410 Review* 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a graiding permit are found in Section 15 16 of the Municipal Code ; eyBA-SE,PR0VID&CY / W-CligtilHrfXTORI? /"jMPORLAND--'- ^ REMEDIAL IFyNO^Gg^lNef^;..^ PLEASE-WRlTrNP^^ Ggh^^^ PLANCK' X 1^ »-^nadequate 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" i I Grading Permit required NOTE The grading permit must be issued and rough grading approval obtained pnor 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 The inspector will then provide the engineenng counter a release No grading permit required I Minor Grading Permit required See attached marked-up submittal checklist for project- specific requirements j 6. MISCELLANEOUS PERMITS 1 RIGHT-OF-WAY PERMIT is required to do work in city nght-of-way and/or pnvate work adjacent to the public right-of-way. Types of work include, but are not limited to. street improvements, tree tnmming, dnv^eway construction, tying into public storm dram, sewer and water utilities ! „J Right-of-way permit required for- 2r< E-36 Page 4 of 6 REV 6/30/10 CB 11-2410 Reviews 1 project for towjftpact Devetopmert^UDr^ 7. STORM WATER Construction Compliance ~/~| Project Threat Assessment Form complete 1 Enclosed Project Threat Assessment Form incomplete • uLJ Requires Tier 1 Storm Water Pollution Prevention Plan Please complete attached form and return (SW 11426 ) 3L] Requires Tier 2 Storm- Water Pollution Prevention Plan Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city Post-Development (SUSMP) Compliance nu / I Storm Water Standards Questionnaire complete P ] Storm Water Standards Questionnaire incomplete Please make the corrections, re-sign the'questionnaire and resubmit with next submittal [2~2 Project IS subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference http //www carlsbadca qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2 pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways r I Rainwater harvesting (ram barrels or cistern) LZl Vegetated Roof r~1 Bio-retentions cell/ram garden LZ] Pervious pavement/pavers I I Flow-through planter/vegetated or rock dnp line ['""1 Vegetated swales or rock infiltration swales I I Downspouts disconnect and discharge over landscape Other E-36 Page 5 of 6 REV 4/30/10 CB 11-2410 Review* 1 WATER METER REVIEW . Domestic (potable) Use 113 I I • 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. ^ 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 9. FEES DRAINAGE FEES PAID ON MS 756 BY AGMT LZJ Required fees have been entered in building permit. [V] Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No Project built after 1980 Impervious surface > 50% Impact unconstructed facility I I Fire spnnklers required f "lyes Upgrade Q yes I I No fees required lyes • no jyes Uno • yes Qno yes LJno [Z]nO (IS addition over 150' from center line) •no 10. Additional Comments "1. Please shflw^xistingiopo-andefinishiloof-Lele9,atlon.of.the.dv^ eliing. E-36 Page 6 of 6 REV 4/30/10 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: Kathleen Lawrence Date: GEO DATA: LFMZ: / B&T: Address: 1225 Oak Bldg. Permit #: Fees Update by; Date: 11/16/11 Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFR & SDU Sq.Ft./Units 2 EDU's: 2 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: SFR & SDU Sq.Ft./Units 2 ADT's: 10 + 6 Types of Use: Sq.Ft./Units ADTs: Types of Use: Sq.Ft./Units ADTs: Types of Use: Sq.Ft./Units ADTs: FEES REQUIRED: Within CFD:nYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) I3NO 1. PARK-IN-LIEU FEE:nNW QUADRANT • NE QUADRANT QSE QUADARANT DSW QUADRANT ADTS/UNITS: X FEE/ADT: =$ N/A 2.TRAFFIC IMPACT FEE: ADTS/UNITS: 2 X FEE/ADT: SFD/2DU =$ 4400 3. BRIDGE & THOROUGHFARE FEE: • DIST#I • DIST.#2 • D1ST.#3 ADTS/UNITS: X FEE/ADT: =$ N/A 4. FACILITIES MANAGEMENT FEE ZONE: ADTS/UNITS: X FEE/SQ.FT./UNlT: =$ N/A 5. SEWER FEE EDU's 2 X FEE/EDU: 1096 =$ 2192 ^ BENEFIT AREA: EDU's X FEE/EDU: =$ N/A 6. DRAINAGE FEES: PLDA: HIGH MED UM LDLOW ACRES: X FEE/AC: =$ PD/MS756 BYAGMT 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL 1 FSI 5060 403 4326 166 ^ CITY OF STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 This form is required for aii pools, retaining waiis or whenever a buiiding footprint is enlarged. Development Services Land Oevelopment Engineering 1635 Faraday Avenue 760-602-2750 www carlsbadca gov STORM WATER COMPLIANCE CERTIFICATE My project is not in a category of permit types exempt from the Construction SWPPP requirements My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-stonn water discharge(s) My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 16 16 of the Carlsbad Municipal Code) My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following cntena • located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or • disturbed area is located along or within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • construction will be initiated dunng the rainy season or will extend into the rainy season (Oct 1 through April 30) 1 CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT 1 AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS I UNDERSTAND AND ACKNOWLEDGE THAT 1 MUST (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS, AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD S AGEjNT NAME (PRINT) ii-m-tl AGENT NAME (SIGNATURE) DATE STORM WATER POLLUTION PREVENTION NOTES 1 ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT 2 THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL 3 THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE 4 ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%) SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5 ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE 6 ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED SPECIAL NOTES PROJECT INFORMATION Site Address Assessor's Parcel Number Project ID i:2T.g OaVL Construction Permit No 8Z1- W Estimated Construction Start Date s> Project Duration. Months Name Emergency Contact * 24 hour Phone Perceived Threat to Storm Water Quality B'^edium ; D Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only Approved By Date CITY QF gASLSBAD STANDARDJCPR 1 SWPPP 0 E-29 Page 1 of 3 REV 4/30/10 Erosion Control BMPs Sediment Control BMPs Best Management Practice (BMP) Description Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barrier Storm Drain Inlet Protection Stabilized Construction Ingress/Egress Stabilized Construction Roadway Water Conservation Practices Paving and Grinding Ooerations Potable Water/Irrigation Vehicle and Equipment Cleanino Material Delivery and Storaae Material Use Stockpile Management Spill Prevention and Cnntrnl Solid Waste Hazardous Waste Manaaement Concrete Waste Manaaement CASQA Designation Construction Activity EC-7 EC-8 EC-9 EC-11 SE-1 SE-3 SE-4 . SE-5 SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-8 Grading/Soil Disturbance a Trenching/Excavation Stockpiling IC Drilling/Boring Concrete/Asphalt Saw cutting Concrete flatwork Paving Conduit/Pipe Installation g Stucco/Mortar Work \ Waste Disposal 4 Staging/Lay Down Area Equipment Maintenance and Fueling —:5 Hazardous Substance Use/Storage Dewatering Site Access Across Dirt Other (list): Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Pollution Control BMPs Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt " row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box wtiere the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box wiiere the "Stockpiling" row intersects the new "Cover vwth Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/30/10 CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 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: ^ Building Permit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types' Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Spnnkler Water Discharge Project Storm Water Threat Assessment Criteria" No Threat Assessment Criteria • Tierl Tier 2 - • r/er3 - • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution preventon plan (SWPPP) because it meets the "no threat" assessment cntena on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat cntena descnbed below Low Threat Assessment Criteria My project does not meet any of the Significant or Moderate Threat cntena, is not an exempt permit type (See list above) and the project meets one or more of the following criteria • Results m some soil disturbance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) Moderate Threat Assessment Criteria My project does not meet any of the Significant Threat assessment Cntena descnbed below and meets one or more of the followmg cntena • Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 ofthe Carlsbad Municipal Code), or, • Project will result in 2,500 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 cntena • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area is located on a slope with a grade at or exceeding 5 honzontal to 1 vertical, and/or • Disturbed area is located along or within 30 feet of a storm dram inlet, an open drainage channel or watercourse, and/or • Construction will be initiated during the rainy season or will extend into the rainy season (Oct 1 through Apnl 30) Significant Threat Assessment Criteria My project includes deanng, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas and/or My project is part of a phased development plan that will cumulatively result m soil disturbance totaling one or more acres mcluding any associated construction staging, equipment storage, refueling and maintenance areas or, My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contnbuting pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s) / certify to the best of my knowledge that the above checked statements are true and correct. I understand and acknowledge that even though this project does not require preparation ofa construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply vi/ith the storm water best management practices pursuant to Title 15 ofthe Carlsbad Municipal Code and to City Standards. *The City Engineer may authonze minor vanances from the Stom Water Threat Assessment Cntena in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted Project Address Assessor Parcel No Owner/Owner's Authorized Agent Nams, Title Owner/Owner's Aittiorized ftgent Signature Date City Cpneunlnce /yvl^ 9^J^' / yi^s QNO f(y^ if-JJUlK B-24 Page 1 of 1 Rev 03/09 ^ STORM WATER ^ \ STANDARDS Development Services CITY OF Land Development Engineering -SBAD E-34 QUESTIONNAIRE 1635 Faraday Avenue 760-602-2750 www carlsbadca gov INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, ttie City requires ttiat new development and significant redevelopment pnonty projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project Depending on the outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject additional cntena called 'Pnonty Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by the applicant, this will result in the return of the development application as incomplete In this case, please make the changes to the questionnaire and resubmit to the City If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Land Development Engineenng staff A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Project Threat Assessment Form to address construction aspects of the project. Please answer the questions below, follow the instructions and sign the form at the end. 1 Is your project a significant redevelopment'^ DEFINITION: Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site Significant redevelopment includes, but is not limited to: the expansion of a building footpnnt; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impen/ious material(s) are removed, exposing underlying soil dunng construction. If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2 If your project IS NOT considered significant redevelopment, then please proceed to Section 1. E-34 Page lof 3 REV 4/30/10 STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria: YES NO 2 1 Housina subdivisions of 10 or more dwellina units condominium and apartments Examples single family homes, multi-family homes. Commercial - areater than 1-acre Any development other than heavy industry or residential Examples hospitals, laboratories and other medical facilities, educational institutions, recreational facilities, municipal facilities, commercial nurseries, multi-apartment buildings, car wash facilities, mini-malls and other business complexes, shopping malls, hotels, office buildings, public warehouses, automotive dealerships, airfields, and other light industnal facilities Heavy Industrial / Industrv- areater than 1 acre Examples manufactunng plants, food processing plants, metal working facilities, printing plants, and fleet storage areas (bus, truck, etc ) Automotive repair shoo A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539 Restaurants Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria requirements and hydromodification requirements i Hillside development Any development that creates 5,000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five percent (25%) or greater 7 Environmentallv Sensitive Area (ESA)^ All development located within or directly adjacent^ to or discharging directly^ to an ESA (where discharges from the development or redevelopment will enter receiving waters within the ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site to 10% or more of its naturally occurring condition Parking lot Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff Streets, roads, hiahwavs. and freewavs Any paved surface that is 5,000 square feet or greater used for the transportation of automobiles, trucks, motorcycles, and other vehicles 10 Retail Gasoline Outlets Serving more than 100 vehicles per day and greater than 5,000 square feet 11 Coastal Development Zone Anv project located within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10% t 12 More than 1-acre of disturbance Project results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating Development Project'' 1 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies, areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments), areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego, and any other equivalent environmentally sensitive areas which have been identified by the Copermittees 2 "Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels In general, these include all projects that contnbute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers and pesticides In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestnan or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to surrounding pervious surfaces Section 1 Results: If you answered YES to ANY of the questions above your project is subject lo Priority Development Project requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 A Storm Water Management Plan, prepared in accordance with City Storni Water Standards, must be submitted at time of application If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements" box in Section 3 E-34 Page 2 of 3 REV 4/30/10 CITY OF STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca gov SECTION 2 SIGNIFICANT REDEVELOPMENT Complete the questions below regarding your redevelopment project: YES NO 1 Project results in the disturbance of more than 1 -acre or more of land and is considered a Pollutant-generating Development Project (see definition in Section 1) If you answered NO, please proceed to question 2 If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below 2 Is the project redeveloping an existing priority project type"? (Pnonty projects are defined in Section 1) If you answered YES, please proceed to question 3 * If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS Please check the "does not meet PDP requirements" box in Section 3 below , 3 Is the proiect solelv limited to lUSt one of the followinq a Trenching and resurfacing associated with utility work'' h b. Resurfacing and reconfigunng existing surface parking lots'' c New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads'? d Replacement of existing damaged pavemenf If you answered NO to ALL of the questions, then proceed to question 4 If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard Stormwater Requirements Please check the "does not meet PDP requirements" box in Section 3 below 4 Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (l)create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on the property by more than 10%'? If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS Please check the "does not meet PDP requirements" box in Section 3 below SECTION 3 Questionnaire Results: • My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater cntena per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP Applicant Information and Signature Box This Box for Cily Use Only Address Assessor's Parcel Number(s) Applicant Name Applicant Title ApoijcanllSibnatur 1 Date City Concun'eni By Project ID E-34 Page 3 of 3 REV 4/30/10 'S MP BK 20S ra 02 TrevtevKmpmaiimtssEsamirvrasEsan loimsns kssuteiFoiTHEiicaiwrrcFtic wTAaom ASSESSORSPNcas WT KIT txuLX wm una SUBOVSCN on ajuvc WOWJCQ MAP 1744- SUBOFTCTS 114 & 120 ( MAP 1661 - CARLSBAD LANDS MAP 775 (365) - TOWN OF CARLSB, HOS 11270 CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov \¥iVf^ ^ ^ Plan Check No. CB112410 Address 1225 Oak Av Date h/17/li' Review #\ A-V REVIEW #: 1 2 3 ^ • • • • • • • • DU/AC Planner Gina Ruiz Phone (760) 602- 4675 APN: 205-020-43-00 Type of Project & Use: SFR & SDU Net Project Density: Zoning: RJ. General Plan: RLM/RM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this permit: J Legend: |EI Item Complete /^Q j Item Incomplete - Needs your action Environmental Review Required:^"^ YES • NO ^ TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action Conditions of Approval: Discretionary Action Required: YES • NO ^ TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Q NO M CA Coastal Commission Authonty? YES Q NO M If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan - Data Entry Completed? YES • NO ^ If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionanr Housing Fee required: SEE ADDITIONAL COMMENTS ON PAGE 2 YESffl NO • (Effective derte of Inclusionary Housing Ordinance - May 21, 1993.) MS 756/REC 1/5/90 Data Entry Completed? YES^ NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) pi^!X'o - p-28 Page 1 of 2 07/11 1 Pla • • Site Plan • • • • Housing Tracking Form (form P-20) completed: YES • NO ^ N/A • Policy 44- Neighborhood Architectural Design Guidelines 1 Applicability: YES • NO |E! 2. Project complies: YES • NOO • • • • • • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope. Required 201 Shown 20; Required 9/r Shown 9 1' Required N/A Shown N/A Reauired 18.2' Shown 18.3' Required N/A Shown N/A 2. Accessory structure setbacks: N/A Front: Interior Side: Street Side: Rear: Structure separation. 3. Lot Coverage: Required Required Required Required Required Shown Shown Shown Shown Shown Reauired 40% MAX Shown 27% • • 4. Height. 5:12) Required 30' MAX Shown 29 6' (Roof pitch shown as 6:12 & • • • 5. Parking: Spaces Required 20'x20' Shown 25 5'x21.5' (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments #1. PLEASE FILL OUT ATTACHED FORM P-20 "HOUSING TRACKING FORM". #2. AS THIS LOT HAS NOT BEEN BUILT ON. IT IS SUBJECT TO THE INCLUSIONARY HOUSING IMPACT FEE OF $2.925.00. AS THIS PROJECT IS PROPOSING A SECOND DWELLING UNIT. THIS FEE MAY BE WAIVED IF THE SECOND DWELLING UNIT IS DEED RESTRICTED TO BE AN AFFORABLE HOUSING UNIT TO BE RENTED AT AN AFFORDABLE RATE. FOR MORE INFORMATION PLEASE CONTACT GINA RUIZ AT 760-602-4675. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE CITY OF CARLSBAD - AFFIDAVIT OF COMPLIANCE FOR A SECOND DWELLING UNIT Instructions to Property Owner ("Affiant): Please type or print complete and accurate answers in all blank spaces in Section I. Please read carefully, particularly Section II. Please read, sign and date Section III indicating that you understand and agree with the conditions of compliance. SECTION I - INFORMATION Property owner(s): 1?^ Jj ^ D^^L^K/.Ft (^AVCV^ 1^^. Name(s) Property Address: Assessor Parcel No. Subdivision: Project Number: Street Address > City State Zip Code or Name Lot/Block Parcel No. SECTION II - CONDITIONS FOR COMPLIANCE PLEASE READ CAREFULLY 1. A second dwelling unit is an attached or detached dwelling unit which is located on the same lot as an existing owner-occupied single-family detached dwelling unit and is: a. Suitable for use as a complete living facility with provisions withm the facility for cooking, eating, sanitation and sleeping; b. Occupied by one or more persons; and c. Subordinate to the main dwelling unit. 2. The Property Ovraer(s) listed above hereby certifies that he/she ovms the above referenced property, as of the date of this affidavit, and to his/her belief and knowledge, there are no conditions, covenants or restnctions on the property prohibiting a second dweUing unit apartment. 3. The Property Owner(s) agrees to the following terms and conditions: FRM0006 6/03 PAGE 1 OF 2 p 350 Wet 9di Avenue, Suite 206 Escondido, California 92025-5053 clcplionc (760) 745-6181 Fax(760) 745-0537 January 16, 2012 Fire Code Official City of Carlsbad Fire Department Office of Fire Protection Services 1635 Faraday Avenue Carlsbad, California 92008 RECEIVED JAN 20 2012 CARLSBAD FIRE DEPARTMENT Subject: Plan Review for Gauthier Residence, 1225 Oak Avenue, Carlsbad, CA Dear Sir: We have reviewed the submittal as prepared by Innovative Fire. Based on our review it is our opinion that the submittal is in substantial conformance with the applicable codes and standards in force at this time, including local adopted ordinances. Further submittal should not be required. We had no comments. Sincerely, PAfl^LEY CONSULTING Lenneth W. Wagonen^^T Office Manager End (1) Working Drawings - 2 sets (2) Hydraulic Calculations - 2 sets Note: A copy of this letter has been transmitted via e-mail to'Innovative Fire on January 16, 2012 file \C \Dociiments and Settings\Ken\Rev212100 001 wpd MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS (Plan-Check Corrections) Project: Oak Avenue Residence 1215 Oak Avenue Carlsbad, Califomia 92008 Prepared for: Samuel B. Wright Wright Design 2911 State Street, Suite "N" Carlsbad, Califomia 92008 fey Project No.: 11117 Date: December 13, 2011 9975 Businesspark Avenue, Suite A San Diego, Califomia 92131 Tel. (858) • Fax. (858) 693.0758 Mike Surprenant & Associates p Consulting Structural Engineets job OAK AVENUE RESIDENCE 11117 Sheet No. 1 of ~^ Calculated by. Checked by Scale DT Date 12/6/11 Date Correction Response • Correction #2: Re-submittal drawings to be signed/stamped. • Correction #18: Truss Review Letter to be provided with re-submittal package. a Correction #22: See revised S5 with RB-1 re-located to match truss calculations. • Correction #23: See revised 85 with added framing information at the Entry Tower Roof. • Correction #24: See added details at the entry tower with connection information for the curved top plates. • Correction #25: See additional beam calculations (attached) for the cantilevered beam along gridline "2" and header along gridline "H". If the floor joist cantilever is ignored (worst-case scenario), the 5-1/4" x 11-7/8" PSL header beam previously specified is 5% overstressed in shear. Therefore, the header has been conservatively revised to a 5-1/4" x 14" PSL. a Correction #26: See revised detail 3/SD-2 with shear panel shown extending to roof sheathing. f:\calc templates\correction .respons* MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO.. IIIIT- 0F_ CALCUUTED BY_ CHECKED BY SCALE DATE. DATE. HORIZONTAL MEMBER DESIGN LEVEL: MEMBERS: IVEAr'beg-S/SgAAnC LABEL: FM-'Z- SPAN= "f- • UNIFORM LOAD • . POINT LOAD (CENTERED) ^ CUSTOM LOADING (SEE DIAGRAM) W2= X- FT. —J 1 ^' 1. > 4 ('^Ce>?>f^)C*»/x2(^^ ^)'•^o,l'5^:^ VM^^lifff^ibs ,,, „ MMAx='^-gv^^P ft-lbs USE: I T ' TgtL GRADE: > O g- C: ^ ALT: - GRADE: C: E =t,OO0 ksi IHEQ'D = ~ in'* 6' LABEL: Fg»-2- SPAN= ' ' FT. • UNIFORM LOAD \jt| i • POINT LOAD (CENTERED) ^ CUSTOM LOADING (SEE DIAGRAM) X 6' -.1^ USE::g'^4^'x\4r" p^C GRADE: ^ ^ ALT: GRADE: C: 11. C: VMAX = iT-r^l ^ lbs MMAX = •g-9'9?-e ft-lbs -7 RR = lliAL?L_lbs E = T-i-ooQ ksi IREQ'D - ~ in" LABEL: SPAN= FT. • UNIFORM LOAD • POINT LOAD (CENTERED) • CUSTOM LOADING (SEE DIAGRAM) Wi = Pi = Pz = 7^ RL = . VMAX = _ MMAX = _lbs .lbs ft-lbs RR = E = IREQ'D =. _lbs ksi in" USE: ALT: .GRADE:. GRADE: C: PRODUCT 207 Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite "A" Title: Oak Avenue Residence Job # 11117 Dsgnr: David Thomas Project Desc.: Sheet ^ of ' Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite "A" Title: Oak Avenue Residence Job # 11117 Dsgnr: David Thomas Project Desc.: Sheet ^ of ' San Diego, CA 92131 (858) 693-0757 F: (858) 693-0758 Project Notes: \ ^\ San Diego, CA 92131 (858) 693-0757 F: (858) 693-0758 Printed; 6 DEC 2011,11:00AM Wood Beam Flle:F:\Pre)ects\2011\11117-OakAv8nue-VV(ig^^ k ENERCALC, INC. 1983-2011, Buil(l:6.11.9.30, Ver:6.11.6.13 | iLlc. # : KW-06003057 Licensee : IVIIKE SUPRENANT & ASSOCIATES j Description: FH-2 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Load Confibination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Fb - Tension Fb - Compr Pril Perp Fc Fc Fv Ff 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2.025.0 psi Beam is Fully Braced against lateral-torsion buckling D(9.559) Lr(6.309) L(4.265) £: Modulus of Elasticity Et)end-xx 2,000.0ksi Eminbend-xx 1,016.54 ksi Density 32.21 Opcf 5.25x14.0 Span = 7.0 ft .^Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0160, Lr = 0.020 ksf. Extent = 0.0-» 5.0 ft, Tributary Width Point Load: D = 9.559, Lr = 6.309, L = 4.265 k @ 5.0 ft l^DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual = FB: Allowable = Service loads entered. Load Factors will be applied for calculations. = 2.0 ft 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 o.6oa 1 5.25x14.0 1,765.05psi 2,900.00psi +O-H).750Lr+0.750L+fl 5.005ft Span#1 0.043 in Ratio: 0.000 in Ratio = 0.082 in Ratio: 0.000 in Ratio: Maximum Shear Stress Ratio Section used for this span <v: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1948 0<360 1019 O<240 Design OK 0.890 : 1 5.25x14.0 258.00 psi 290.00 psi +O+0.750Lr+0.750L+H 5.845 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratns Cd C FN Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd C FN Cr Cm Ct CL M fb Fb V fv Fv 0.00 0,00 0.00 0.00 Length = 7.0 ft 1 0.333 0.487 1.000 1.000 1.000 1.000 1.000 1.000 13.82 966.83 2900.00 6.92 141.30 290.00 +0-H.+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.480 0.702 1.000 1.000 1.000 1.000 1.000 1.000 19.90 1,392.09 2900.00 9.97 203.47 290.00 tO+Lr-HH 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 7.0 fl 1 0.554 0.809 1.000 1.000 1.000 1.000 1.000 1.000 22.95 1,605.86 2900.00 11.50 234.72 290.00 •HD-K).750Lr^O.750L-HH 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.609 0.890 1.000 1.000 1.000 1.000 1.000 1.000 25.23 1,765.05 2900.00 12.64 258.00 290.00 +O+0.750L-K).750S+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.443 0.648 1.000 1.000 1.000 1.000 1.000 1.000 18.38 1,285.78 2900.00 9.21 187.93 290.00 +O+0.750Lr-K).750L-tO.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.609 0.890 1.000 1.000 1.000 1.000 1.000 1.000 25.23 1,765.05 2900.00 12.64 258.00 290.00 •*O-t0.750L-t0.750S-H).750WtH 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Consulting Stnjctural Engineers 9975 Businesspark Ave. Suite "A" San Diego, CA 92131 (858) 693-0757 F: Title; Oak Avenue Residence Dsgnr: David Thqnas Project Desc: Sheet ^ of Project Notes: Job# 11117 Printed: 6 DEC 2011,11:00AM Wood Beam File:F:\PrDje(*QI)11\11117-OakAvenueH/Vrighfl03aigifi^^ b ENERCALC, INC. 1983-2011, Buikl:6.11.9.30,Ver:6.11.6.13 | |Lic.# : KW-06003057 Licensee : MIKE SUPRENANT & ASSOCIATES | Description: Load Combination Segment Length FH-2 Max Stress Ratns Span# ^ V Moment Values Shear Values C d C F/V C r 'm 't M ft) Fb fv Fv Length = 7.0 ft 1 0.443 0.648 1.000 1.000 1.000 1.000 1.000 1.000 18.38 1,285.78 2900.00 -HD-K).750Lr^{).750L•K).5250E-^H 1.000 1.000 1.000 1.000 1.000 Length = 7.0 ft 1 0.609 0.890 1.000 1.000 1.000 1.000 1.000 1.000 +O+O.750L-t0.750S4O.5250E+H 1.000 1.000 1.000 1.000 1.000 Length = 7.0 ft 1 0.443 0.648 1.000 1.000 1.000 1.000 1.000 1.000 " Overall Maximum Deflections - Unfactored Loads 0.00 25.23 1,765.05 2900.00 0.00 18.38 1,285.78 2900.00 9.21 187.93 0.00 0.00 12.64 258.00 0.00 0.00 9.21 187.93 290.00 0.00 290.00 0.00 290.00 Load Combination Span Max.'-'Defl LocatkMi in Span Load Combinatk>n Max."+" Defl LocatMn in Span D-H.+Lr Vertical Reactions ' Unfactored Load Combination 1 0.0824 3.885 Support nofatkMi: Far left is #1 0.0000 Values in KIPS 0.000 Support 1 Support 2 Overall MAXimum DOnly LOnly LrOnly L+Lf Dtlr DtL D+L-tir 6.041 2.892 1.219 1.931 3.150 4.823 4.110 6.041 14.567 6.943 3.046 4.578 7.624 11.520 9.989 14.567 Mike Surprenant & Associates Consulting Structural Engineers 9975 Businesspark Ave. Suite 'A* San Diego, CA 92131 (858)693-0757 F:C8581^>0758 Title: Oak Avenue Residence Dsgnr: David Thoi Project Desc.: Sheet Project Notes: l^ofJt. Job# 11117 Printed: 6 DEC 2011, 10 59AM Wood Beam Lie. # : KW-06003057 Description: FB-2 Material Properties File:F:\Pioie(te\2011\11117-C)akAv8m»-V\liighl^^ ENERCALC, INC. 1983-2011,8uild:6.11.9,30, Ver:6.11.6.13 Licensee : IVIIKE SUPRENANT & ASSOCIATES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb-Compr Fc-Pril Fc-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi £; Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54 ksi D(0.48) Lr(0.6) Density D(1.669) Lr(1.275) 32.210pcf 5.25x14.0 5.25x14.0 Span = 6.0 ft Applied Loads _ Beam self weight calculated and added to bads Load for Span Number 1 Unifonn Load: D = 0.2670, Lr = 0.060, L = 0.20, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load: D = 0.2670, Lr = 0.060, L = 0.20, Tributary Width = 1.0 ft Point Load: D = 0.460, Lr = 0.60 k @ 2.0 ft Point Load; D = 1.669, Lr = 1.275 k @ 5.0 ft DESIGN SUMMARY Span = 5.0 ft Service loads entered. Load Factors will be applied for calculations. IMaximum Bending Stress Ratio Section used for this span fb: Actual I FB: Allowable Load Combination I 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 I Max Upward Total Deflection 0.511:1 5.25x14.0 1,481.49psi 2,900.00psi +0+Lr+H,LL Comb Run (LL) 6.000ft Span # 1 0.134 in -0.018 in 0.286 in -0.036 in Maximum Shear Stress Ratio = Section used for this span fv: Actual = Fv: Allowable = Load Combination +O-K).750Lr-K).750L-4l, Location of maximum on span = Span # where maximum occurs = Ratio = 894 Ratio = 3962 Ratio = 418 Ratio = 1980 Design OK 0.380 : 1 5.25x14.0 110.11 psi 290.00 psi LL Comb Run ( 6.000 ft Span # 1 Maximum Forces & Stresses fbr Load Cofflblnatfons Load Combination Segment Length Span # Max Stress Ratios Cd C F/V Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span # M V Cd C F/V Cr Cm Ct C|_ M fb Fb V fv Fv 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.310 0.228 1.000 1.000 1.000 1.000 1.000 1.000 12.85 898.99 2900.00 3.24 66.11 290.00 Length = 5.0 ft 2 0.310 0.228 1.000 1.000 1.000 1.000 1.000 1.000 12.85 898.99 2900.00 3.24 66.11 290.00 •»0->L-tH,LL Comb Run (*L) 1.000 1.000 1.000 1.000 1.000 0,00 0,00 0.00 0.00 Length = 6.0 ft 1 0.370 0.282 1.000 1.000 1.000 1.000 1.000 1.000 15.35 1,073.91 2900.00 4.01 81.80 290.00 Length = 5.0 ft 2 0.370 0.282 1.000 1.000 1.000 1.000 1.000 1.000 15.35 1,073.91 2900.00 4.01 81.80 290.00 +0-H.-4I, LL Comb Run (L*) 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.310 0.253 1.000 1.000 1.000 1.000 1.000 1.000 12.85 898.99 2900.00 3.59 73.30 290.00 Length = 5.0 ft 2 0.310 0.253 1.000 1.000 1.000 1.000 1.000 1.000 12.85 898.99 2900.00 3.24 73.30 290.00 -K3-H.-t+l,LL Comb Run (LL) 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Mike Surprenant & Associates Consulting Stmctural Engineers 9975 Businesspark Ave. Suite "A" San Diego, CA 92131 (858) 693-0757 FLia58]L693:P758 Wood Beam Lie. # : KW-06003057 Description: Load Combination Segment Lengtti FB-2 MaiSJress Span# M Rati^ V^ Length = 6.0 ft 1 0.370 Length = 5.0 ft 2 0.370 -tO+Lr-<+H,LL Comb Run (*L) Length = 6.0 ft 1 0.511 Length = 5.0 ft 2 0.511 •*€)-H.r+H,LL Comb Run (L*) Length = 6.0 ft 1 0.310 Length = 5.0 ft 2 0.310 •HD-H-r+H, LL Comb Run (LL) Length = 6.0 ft 1 0.511 Length = 5.0 ft 2 0.511 Length = 6.0 ft 1 0.310 Length = 5.0 ft 2 0.310 -O-K).750Lr-K).750L-tH, LL Comb Ri Length = 6.0 ft 1 0.506 Length = 5.0 ft 2 0.506 +O-K).750Lr^O.750L-*H, LL Comb Ri Length = 6.0 ft 1 0.310 Length = 5.0 ft 2 0.310 -K)tO.750Lr-K).75OL-ftH, LL Comb Ri Length = 6.0 ft 1 0.506 Length = 5.0 ft 2 0.506 •»O-K).750L-K).750S+H, LL Comb Ri Lengtti = 6.0 ft 1 0.355 Lengtti = 5.0 ft 2 0.355 -«-K).750L-K).750S-tH, LL Comb Ri Lengtti = 6.0 ft 1 0.310 Lengtti = 5.0 ft 2 0.310 •*O-»0.750L-K).750S-»H, LL Comb Ri Lengtti = 6.0 ft Lengtti = 5.0 ft +D+W+H Lengtti = 6,0 ft Lengtti = 5.0 ft •K)-tO.70E-tfl Lengtti = 6.0 ft Length = 5.0 ft 0.355 0.355 0.310 0,310 0.310 0.310 +D-K).750Lr-K).750L-K).750W-fH, LL Length = 6.0 ft 1 0.506 Lengtti = 5.0 ft 2 0.506 •K)-K).750Lr+O.750LtO.750W-tH. LL Lengtti = 6,0 ft 1 0.310 Lengtti = 5.0 ft 2 0.310 •»O-K).750Lr-»0.750L-K).750W-ttl, LL Lengtti = 6.0 ft 1 0.506 Lengtti = 5.0 ft 2 0.506 -H3-K).750L-K).750S-f0.750W-tH, LL Lengtti = 6.0 ft 1 0.355 Lengtti = 5.0 ft 2 0.355 •<O-K).750L-t0.750S+0.750W-4l, LL Lengtti = 6.0 ft 1 0.310 Lengtti = 5.0 ft 2 0.310 tO-+0.750L-K).750S-K3.750W-tH, LL Lengtti = 6.0 ft 1 0.355 Lengtti = 5.0 ft 2 0.355 tOt0.750Lrt0.750L-^.5250E-4l, Ll Lengtti = 6.0 ft 1 0.506 Lengtti = 5.0 ft 2 0.506 ->O-K).750Lr^0.750L-K),5250E-^, Ll 0.282 0,282 0,376 0,376 0,228 0,228 0,376 0,376 0,228 0.228 0.380 0.380 0.252 0.252 0.380 0.380 0.269 0.269 0.242 0,242 0.269 0.269 0.228 0,228 0,228 0,228 0,380 0.380 0.252 0.252 0.380 0.380 0.269 0.269 0,242 0,242 0,269 0,269 0,380 0,380 _Cd 1,000 1,000 1.000 1.000 1.000 1.000 1.000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1,000 1.000 1.000 1,000 1,000 1,000 1.000 1.000 1.000 1,000 1,000 1,000 1,000 1,000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1,000 1,000 1,000 1,000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Title: Oak Avenue Residence Job # 11117 Dsgnr: David Thomas Pr^ectDesc: Sheet LP of ' Project Notes: _ _ Printed 6 DEC 2011 lO SOAW File: F:\Prajects\201 111 1117--0ak Averaie-WriQhR03JEngineering\Calc TemplatBStoak ave en«calc.ec6 L ENERCALC, INC. 1983-2011, Bijild:6.11.9.30, Ver:6.11.6.13 I Licensee : MIKE SUPRENANT & ASSOCIATES Moment Values Shear Values C F/V Cr 'm 't ft) 1.000 1.000 1.000 1,000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1,000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 15.35 15.35 21.17 21,17 12.85 12.85 21.17 21.17 12.85 12.85 20.97 20.97 12.85 12.85 20.97 20.97 14.72 14.72 12.85 12.85 14.72 14.72 12,85 12,85 12,85 12,85 20.97 20.97 12.85 12.85 20.97 20.97 14.72 14.72 12.85 12.85 14.72 14.72 20.97 20,97 1,073,91 1,073,91 1,481,49 1,481,49 898,99 898.99 1,481.49 1,481.49 898.99 896.99 1,467.06 1,467.06 898.99 898.99 1,467.06 1,467.06 1,030.18 1,030.18 898.99 898.99 1,030,18 1,030,18 898,99 898,99 898,99 898,99 1,467,06 1,467,06 898,99 898,99 1,467.06 1,467.06 1,030,18 1,030,18 898,99 898.99 1,030.18 1,030.18 1,467.06 1,467.06 Fb 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900,00 0,00 2900,00 2900,00 0,00 2900,00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 2900.00 2900.00 0.00 fv Fv 4.01 81.80 4.01 81.80 0.00 0.00 5.34 109.08 5.34 109.08 0.00 0.00 3.24 66.11 3.24 66.11 0.00 0.00 5.34 109.08 5.34 109.08 0.00 0.00 3.24 66.11 3.24 66.11 0.00 0.00 5.40 110.11 5.40 110.11 0.00 0.00 3.58 72.99 3.24 72.99 0.00 0.00 5.40 110.11 5.40 110,11 0,00 0.00 3.82 77.88 3.82 77.88 0.00 3.44 0.00 70.24 3.24 70.24 0.00 0.00 3.82 77.88 3.82 77.88 0.00 0.00 3.24 66.11 3.24 66.11 0.00 0.00 3.24 66.11 3.24 66.11 0.00 0.00 5.40 110.11 5,40 110,11 0,00 0,00 3.58 72.99 3.24 72.99 0.00 0.00 5.40 110.11 5.40 110.11 0.00 0.00 3,82 77.88 3.82 77.88 0,00 0,00 3.44 70.24 3.24 70.24 0.00 0.00 3.82 77.88 3.82 77.88 0.00 0.00 5.40 110.11 5.40 110.11 0.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 290.00 290.00 0.00 Mike Surprenant & Associates Consulting Stmctural Engineers 9975 Businesspark Ave. Suite 'A" San Diego, GA 92131 (858) 693-0757 F: (858) 693^758 Wood Beam Lie. # : KW-06003057 Description: FB-2 Title: Oak Avenue Residence Dsgnr: DavkJ Thomas Project Desc: Sheet <h of r" Project Notes: Job# 11117 Printed: 5DEC2011,iO:58AM f*:F:^Prio|ec(s\2011\11117--OBkAvBni»^/l^^ ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.6.13 Licensee : MIKE SUPRENANT & ASSOCIATES Load Combinatfon Max Stress Ratns Moment Values Shear Values Segment Lengtti Span# M V Cd C F/V Cr Cm Ct CL M ft) Fb V fv Fv Lengtti = 6.0 ft 1 0.310 0,252 1,000 1.000 1.000 1,000 1.000 1.000 12.85 898,99 2900.00 3.58 72.99 290.00 Lengtti = 5,0 ft 2 0.310 0,252 1,000 1.000 1.000 1,000 1.000 1.000 12.85 898.99 2900.00 3.24 72.99 290.00 +O+0,750Lr-K),750L-t0,5250E-tH, Ll 1.000 1.000 1,000 1.000 1.000 0.00 0.00 0.00 0.00 Lengtti = 6,0 ft 1 0,506 0,380 1,000 1.000 1.000 1,000 1.000 1.000 20.97 1,467.06 2900.00 5.40 110.11 290.00 Length = 5,0 ft 2 0,506 0.380 1,000 1.000 1.000 1,000 1.000 1.000 20.97 1,467.06 2900.00 5.40 110.11 290.00 -K)-K).750LtO.750S-tO.525OE-t«, LL 1.000 1.000 1,000 1.000 1.000 0.00 0.00 0.00 0.00 Lengtti = 6.0 ft 1 0,355 0.269 1.000 1.000 1.000 1,000 1.000 1.000 14.72 1,030.18 2900.00 3.82 77.88 290.00 Lengtti = 5.0 ft 2 0,355 0.269 1.000 1.000 1.000 1.000 1.000 1.000 14.72 1,030.18 2900.00 3.82 77.88 290.00 +D-K).750L-tO.750S-K).5250E-»H, LL 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Lengtti = 6,0 ft 1 0,310 0.242 1.000 1.000 1.000 1.000 1.000 1.000 12.85 898.99 2900.00 3.44 70.24 290.00 Lengtti = 5,0 ft 2 0,310 0.242 1.000 1.000 1.000 1.000 1.000 1.000 12.85 898.99 2900.00 3.24 70.24 290.00 -»O-K).750L-K),750S-K),5250E-m, LL 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length = 6,0 ft 1 0,355 0.269 1.000 1.000 1.000 1.000 1.000 1.000 14.72 1,030.18 2900.00 3.82 77.88 290.00 Lengtti = 5.0 ft 2 0,355 0.269 1.000 1.000 1.000 1.000 1.000 1.000 14.72 1,030.18 2900.00 3.82 77.88 290.00 tO.60D*W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Lengtti = 6.0 ft 1 0.186 0.137 1.000 1.000 1.000 1.000 1.000 1.000 7.71 539.39 2900.00 1.94 39.66 290.00 Lengtti = 5.0 ft 2 0,186 0.137 1.000 1.000 1.000 1.000 1.000 1.000 7.71 539.39 2900.00 1.94 39.66 290.00 -KI.60D-K).70E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Lengtti = 6.0 ft 1 0,186 0.137 1.000 1.000 1,000 1.000 1.000 1.000 7,71 539.39 2900.00 1.94 39.66 290.00 Lengtti = 5.0 ft 2 0,186 0.137 1.000 1.000 1,000 1.000 1.000 1.000 7,71 539.39 2900.00 1.94 39.66 290.00 I Overail Maximum Deflections - Unfactored Loads Load Combination Span Max,'-' Defl Locatton in Span Load Combination Max,'+' Defl Location in Span D+L+Lr,LL Comb Run (*L) Vertical Reactions - Unfactored 0,0000 0,2861 0,000 5,000 D-»L+Lr,LL Comb Run (T) Support notation: Far left is #1 -0,0364 0.0000 Values in KIPS 3.554 3.554 Load Combination Support 1 Support 2 Overall MAXimum -3.095 12,317 DOnly -1.291 6.558 L Only, LL Comb Run (*L) -0.417 1,417 LOnly, LL Comb Run (L*) 0.600 0.600 L Only, LL Comb Run (LL) 0.183 2.017 Lr Only, LL Comb Run (*L) -1.388 3,563 Lr Only, LL Comb Run(L*) 0.180 0,180 LrOnly, LL Comb Run (LL) -1.208 3,743 LtLr, LL Comb Run (*L) -1.804 4.979 L-H-r, LL Comb Run (L*) 0.780 0.780 L+ir.LLComb Run (LL) -1.024 5.759 D-K-r, LL Comb Run (*L) -2.679 10.120 D-H.r,LL Comb Run (L*) -1.111 6.738 D-»Lr,LL Comb Run (LL) -2.499 10.300 D-H., LL Comb Run (^) -1.708 7.975 D-H., LL Comb Run (L*) -0.691 7.158 D-H., LL Comb Run (LL) -1.108 8.575 D+L-tir, LL Comb Run (\) -3.095 11.537 D+L+Lr, LL Comb Run (L*) -0.511 7.338 D-tL-tLr,LL Comb Run (LL) -2.315 12.317 Supports I POWER TO PERrORM.' Re Oak Avenue ITll-10017 MiTek Industries, 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 A C Houston Lumber-Indio, CA Pages or sheets covered by this seal R33830446 thru R33830510 My license renewal date for the state of California is December 31, 2011 Lumber design values are in accordance with ANSI/TPI 1 section 6 3 These truss designs rely on lumber values established by others 5J November 4,2011 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 ofthe building designer, per ANSI/TPI 1 Job Truss Truss Type Qty Ply IT11-10017 Truss Type R33830446 OAK AVENUE •V. A01G Common Truss 1 2 Job Reference roptjonall A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 39 2011 Pagel ID hu0VbJNHc6ptglWA«WoQ1oTySBcc-PmV48tBArOq9Hq0F0x2cH'>k8quUYOgtBUIp9nsyMXrE -I- 5 9-1 im 0 5-2 15 Plate Offsets fX.YI [3 0-3-9,0-1-01. [4 Edae.0-3-8]. [5 0-3-9.0-1-01. [9 0-4-0.0-4-81 LOADING (psO TOLL 20 0 TCDL 20 0 BOLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code lRC2009n'PI2007 CSI TC 0 79 BC 0 47 WB 0 34 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -010 8-9 >999 240 Vert(TL) -0 26 8-9 >992 180 Horz(TL) 0 08 7 n/a n/a PLATES GRIP MT20 220/195 Weight 258 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4DF Nol&Btr 2X6 DF 1800F 1 5E 2 X 4 DF Stud/Std -Except* 4-9 2X4DFNo1&Btr 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 1=2288/0-3-8 (mm 0-1-11), 7=2271/0-3-8 (mm 0-1-11) Max Horz1=-67(LC6) Max Uplift1=-356(LC 8), 7—352(LC 8) Max Grav1=3200(LC 23), 7=3170(LC 29) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-12—7418/834, 2-12=-7363/850, 2-13=-5393/633, 3-13—5378/638, 3-14=-4260/503, 4.14=-4232/S18, 4-15=-4232/516, 5-15=-4260/503, 5-16—5378/638, 6-16—5393/633, 6-17—7352/848, 7-17—7408/833 BOT CHORD 1-10—727/6765, 10-18=-707/6484, 18-19=-707/6484, 19-20=-707/6484, 9-20—707/6484, 9-21—706/6475, 21-22—706/6475, 22-23—706/6475, 8-23=-706/6475, 7-8=-726/6755 WEBS 9-11-335/3120, 4-11 =-345/3193, 6-9-1817/248, 6-8=-117/1659, 2-9=-1827/249, 2-10-117/1665, 3-11-1385/150, 5-11 =-1386/150 NOTES 1) 2-ply truss to be connected together with lOd (O 131"x3') nails as follows Top chords connected as follows 2X4-1 row at 0-9-0 oc Bottom chords connected as follows 2X6-2 rows at 0-7-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless othenwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber DOL=1 60 plate gnp D0L=1 60 5) This truss has been designed for basic load combinations, which indude cases with reductions for multple concurrent live loads 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) * This fruss 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 8) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TP11 9) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcun-ent with any other live loads 10) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss ||p12 074486 )g| 12-3V Continued on page 2 6er 4.2011 ^ WJ5RMN& Venjydestgn parameters and RFAOmTSS ON mis Am imUmBDJm^REFE^ 10'OS BEFORE USE Design vaFid tor use only with MTTek connectors This design B based onty upon parameters shown and is for on individual building component Appficablity of design paromentera and proper ;ncorporaf(on of component is responsibility of building designer not truss designer Brocing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng 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 fabncatton quality control storage delivery erection and bracing consult ANSl/TPIl Quality Criteria DSB-fl9 and BCSI Budding Component Safety Information available from Tnjss Plate institute 281 N Lee Street Suite3l2 Alexandra VA223U MiTek' 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply ITll-10017 R33830446 OAK AVENUE A01G Common Truss 1 0 c .lob Reference roptionah A C Houston Lumber Co , Inc, Indio CA 92201 7 250 s Aug 25 2017 MiTek Industnes Inc Fn Nov 04 13 14 40 2011 Page2 IDhu0VbJNHc6pt9lVWifWoQ1oTySBcc-ty3SMDCociy0u_bRafZrpDHJaHqn776KjPyiJJyMXrD NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1421 lb down and 174 lb up at 6-O-0, 394 lb down and 43 lb up at 8-0-12 , 394 lb down and 43 lb up at 10-0-12, 394 lb down and 43 lb up at 11-11-4, and 394 lb down and 43 lb up at 13-11-4, and 1421 lb down and 174 lb up at 15-11-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-4-70, 4-7-70,1-7-20 Concentrated Loads (lb) Vert 10=-602(F) 18=-233(F) 19-233(F) 20-233(F) 21=-233(F) 22=-233(F) 23=-836(F) ^ WARNTKB Vertfa dfstgn p<iramefa~s and KBAD NOTSS OW r»/S AKD ntCLIJDBD MTTEK REFERENCB PAGB M!I 7473 ro.- 10 '08 BEFORE V&B Design valid for use only with MFTek conneclors This design c based only upon parameters shown and is for an individual building component Applicability of design paramenfers and proper incorporafion 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 slabilily dunng conslruction is the responsibiltity of Ihe erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncalion quality control storage defivery erection and bracing consuH ANSI/TPIl Quality CrHena DSB 89 and BCSI BuUding Component Safety Informatian available from TnJss Ptate Institute 261 N Lee Street Suite312 Alexandna VA22314 MiTek' powxA TO PCUFVHH.' 77T7 Greenback Lane Suite 109 Citrus Heights CA 95610 Job OAK_AVENUE Truss A02 Truss Type Common Truss Qty 7 Ply R33830447 Job Reference foplional) "Si C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 1 3 14 42 2011 Page 1 ID hu0VbJNHc6ptglVWiM/oQ1oTySBcc-pLADnvD28JCk8Hlqh3bJueMiGSUkb37d/\i1pOByMXrB " I 22-0-0 I 2 10-0 3-9-13 4-4-3 LOADING (psO SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 59 Vert(LL) -0 11 8-9 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 63 Vert(TL) -0 24 9 >999 180 BCLL 0 0 * Rep Stress Incr NO WB 0 24 Horz(TL) 0 06 8 n/a n/a BCDL 10 0 Code IRC2009/rPI2007 (Matnx) Weight 1081b FT = 20% LUMBER TOP CHORD 2X4DFNo1&Btr BOT CHORD 2X6DFN02 WEBS 2X 4 DF Stud/Std REACTIONS (Ib/size) 1=1204/0-3-8 (mm 0-1-8), 8=1204/0-3-8 (mm 0-1-8) MaxHorz1=-69(LC8) Max Grav1=1227(LC 2), 8=1227(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 3-8-8 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 5 MiTek recommends that Stabilizers and required cross braang be installed dunng tmss erection, in accordance with Stabilizer Installation guide TOP CHORD BOT CHORD WEBS 1-11=-2449/0, 11-12=-2380/0, 2-12=-2327/0, 2-13=-2229/0, 13-14=-2175/0, 3-14—2126/0, 3-15=-530/62, 4-15=-505/74, 4-16=-505/74, 6-16=-530/62, 6-17=-2126/0, 17-18=-2175/0, 7-18=-2229/0, 7-19=-2327/0, 19-20—2380/0, 8-20=-2449/0, 3-21=-1820/0, 5-21=-1820/0, 5-22=-1820/0, 6-22—1820/0 1-10=0/2157, 9-10=0/2016, 8-9=0/2157 6-9=0/510, 7-9=-410/175, 3-10=0/510, 2-10=-410/175 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Automatic zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun-ent live loads 4) Provide adequate drainage to prevent water ponding 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vinde will fit between the biottom chord and any other members 7) This truss is designed m accordance with the 2009 Intemational Residential Code sections R502 111 and R802 10 2 and referenced standard ANSI/TPI 1 8) Load case(s) 1.2, 3,4, 5, 6, 7, 8, 9, 10,11, 12,13, 14,15,16,17, 18,19, 20, 21, 22, 23, 24, 25,26, 27, 28, 29, 30, 31 has/have been modified Building designer must review loads to venfy that they are con-ect for the intended use of this truss 9) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 11) Design assumes 4x2 (flat onentation) purlins at oc spaang indicated, fastened to truss TC w/ 2-1 Od nails 12) 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 ^ WARMm Verifij d^ign parauuirrs and READ NOTSS ON THIS AND INCUJDBD mTER REFERBNCE PAGB mi 7473 reu 10 08 BBFORB OSE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for on individual building component Applicabilily of design paramenters and proper incorporation of component is responsfbifity of building designer - not truss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of the overall struclure is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSIAPH Quality Crlteiia DSB-89 and BCSI Building Component Safely Informalion available from Tnjss Plate Institute 281 N Lee Street Suile312 Alexandna VA 22314 Job Truss Truss Type Qty Ply ITll-10017 Truss Type R33830447 OAK_AVENUE A02 Common Truss 7 1 .Job Reference toptionall A 0 Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 UTTek Industnes Inc Fn Nov 04 13 14 43 2011 Page 2 IDhu0VbJNHc6ptglWwWoQ1oTySBcc-HXkb_FEgvdKblRK0Fn6YRrvt0VqzKWNmPMntiflwdyIiflXrA LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-70, 3-4—70, 4-6—70, 6-8—70, 1-10=-20, 9-10—100(F=-80), 8-9=-20 2) Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-80, 3-4—80, 4-6—80, 6-8—80, 1-10=-20, 9-10—70(F=-50), 8-9—20 3) IBC BC Live Lumber lnCT6ase=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 3-4=-40, 4-6=-40, 6-8=-40, 1-10=-40, 9-10=-90(F—50), 8-9=-40 4) C-C Wind Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-12=34, 3-12=21, 3-4=21, 4-6=34, 6-17=34, 8-17=21, 1-10—12, 9-10=-62(F=-50), 8-9-12 Horz 1-12=-46, 3-12-33, 3-4=-33, 4-6=46, 6-17=46, 8-17=33 5) 2nd C-C Wind Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-14=21, 3-14=34, 3-4=34, 4-6=21, 6-19=21, 8-19=34, 1-10=-12, 9-10=-62(F=-50), 8-9—12 Horz 1-14—33, 3-14=-46, 3-4=-46, 4-6=33, 6-19=33, 8-19=46 6) MWFRS Wind Left Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=11, 3-4=11, 4-6=11, 6-8=11, 1-10=-12, 9-10-62(F-50), 8-9=-12 Horz 1-3—23, 3-4=-23, 4-6=23, 6-8=23 7) MWFRS Wind Right Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=11, 3-4=11, 4-6=11, 6-8=11, 1-10—12, 9-10—62(F=-50), 8-9=-12 Horz 1-3—23, 3-4=-23, 4-6=23, 6-8=23 8) MWFRS Wind Left Positive Lumtier lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=-16, 3-4—16, 4-6-1, 6-8—1, 1-10=-12, 9-10—62(F—50), 8-9=-12 Horz 1-3=4, 3-*=4, 4-6=11, 6-8=11 9) MWFRS Wind Right Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=-1, 3-4—1, 4-6—16, 6-8=-16, 1-10=-12, 9-10—62(F=-50), 8-9=-12 Horz 1-3—11, 3-4—11, 4-6=-4, 6-8=4 10) MWFRS 1st Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=21,3-4=21 4-6=21, 6-8=21, 1-10=-12 9-10—62(F—50), 8-9—12 Horz 1-3—33, 3-4—33, 4-6=33, 6-8=33 11) MWFRS 2nd Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=9, 3-4=9, 4-6=9, 6-8=9, 1-10=-12, 9-10—62(F—50), 8-9—12 Horz 1-3—21,3-4—21,4-6=21,6-8=21 12) MWFRS 1st Wind Parallel Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3—13, 3-4=-13, 4-6—13, 6-8=-13, 1-10—12, 9-10=-62(F—50), 8-9=-12 Horz 1-3=1, 34=1, 4-6=-1,6-8=-1 13) MWFRS 2nd Wmd Parallel Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3—13, 3-4—13, 4-6=-13, 6-8=-13, 1-10—12, 9-10=-62(F—50), 8-9=-12 Horz 1-3=1, 3-4=1, 4-6=-1,6-8=-1 14) Live Only Lumtier lncrease=0 90, Plate lncrease=0 90 Pit metal=0 90 Uniform Loads (plf) Vert 1-3=-40, 3-4=-40, 4-6=-40, 6-8=-40, 1-10—20, 9-10=-110(F—90), 8-9—20 15) 1st unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3—70, 3-4—70, 4-6=-40, 6-8=-40, 1-10—20, 9-10—100(F—80), 8-9—20 16) 2nd unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 34=-40, 4-6—70, 6-8—70, 1-10=-20, 9-10=-100(F—80), 8-9=-20 17) 3rd unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Unifonm Loads (plf) Vert 1-3-80, 3-4=-80, 4-6=-40, 6-8=40, 1-10-20, 9-10=-70(F=-50), 8-9=-20 18) 4th unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6-80, 6-8=-80, 1-10-20, 9-10-70(F-50), 8-9-20 19) 1st Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-8=40, 1-10—20, 9-10=-100(F—80), 8-9—20 Concentrated Loads (lb) Vert 11-325 20) 2nd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Continued on page 3 ^ WAmaNS Venfy dnstgnpaarameters and REM) M>rBS ON TBtS AND imumEDim'EK REFERBNCE FACXmi 7473 rat 10'OSBSFORB USB Design valid for use only with MiTeIc connectors This design is based onty upon parameters shown and is for on individual building component Applicabitity of design paramenfers and proper incorporcifion of component is responsibility of building designer- not truss designer Bracing shown IS for lalerai support of individual web members on^ Additional temporary tDracing fo insure stability dunng constnjction is the responsibillity of the erector Addifional permanent bracing of fhe overall structure is the responsibility of the building designer For general guidance regarding fabncahon quality confrol storage delivery erecfion and bracing consult ANSI/TPM Quality Criteria DSB-B9 and BCSI Building Component Safety Infotmahon available from Tnjss Plate Institute 281 t-I Lee Street Suite 312 Alexandna VA 22314 MiTek' PaWEfl TO ftlFOKM. - 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job OAK_AVENUE Truss Truss Type Qty Ply IT11-10017 Truss Type R33830447 A02 Common Truss 7 1 Job Reference loptionall -A"C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 Mrrek Industnes, Inc Fn Nov 04 13 14 43 2011 Page 3 IDhu0VbJNHc6ptglWWVVbQ1oTySBcc-HXkb_FEgvdKblRK0Fn6yRrvt0VqzKVVNniPMnMwdyMXrA LOADCASE(S) Standard Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-8=40, 1-10—20, 9-10=-100(F=-80), 8-9—20 Concentrated Loads (lb) Vert 13=-325 21) 3rd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 34=40, 4-6=40, 6-8=40, 1-10—20, 9-10=-100(F=-80), 8-9—20 Concentrated Loads (lb) Vert 15=-325 22) 4th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-8=40, 1-10—20, 9-10=-100(F=-80), 8-9—20 Concentrated Loads (lb) Vert 16=-325 23) 5fh Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 34=40, 4-6=40, 6-8=40, 1-10=-20, 9-10=-100(F—80), 8-9=-20 Concentrated Loads (lb) Vert 18—325 24) 6th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 34=40, 4-6=40, 6-8=40, 1-10—20, 9-10=-100(F=-80), 8-9—20 Concentrated Loads (lb) Vert 20=-325 25) 7th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40 6-8=40, 1-10—20, 9-10=-100(F=-80), 8-9=-20 Concentrated Loads (lb) Vert 1=-325 26) 8th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=-40, 6-8=40, 1-10—20, 9-10—100(F=-80), 8-9=-20 Concentrated Loads (lb) Vert 2=-325 27) 9th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 34=40 4-6=40, 6-8=40, 1-10—20, 9-10=-100(F=-80), 8-9—20 Concentrated Loads (lb) Vert 3=-325 28) 10th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert. 1-3=40, 34=40, 4-6=40, 6-8=-40, 1-10—20, 9-10=-100(F=-80), 8-9=-20 Concentrated Loads (lb) Vert 4=-325 29) 11th Moving Load Lumb>er lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-8=40, 1-10—20, 9-10=-100(F=-80), 8-9—20 Concentrated Loads (lb) Vert 6-325 30) 12th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-8=40, 1-10—20, 9-10=-100(F—80), 8-9—20 Concentrated Loads (lb) Vert 7=-325 31) 13th Moving Load Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=^0, 34^0, 4-6==40, 6-8=40, 1-10—20, 9-10—100(F—80), 8-9—20 Concentrated Loads (lb) Vert 8=-325 ^ WAHNIWtr Venfy dnstgit parajnefer-s and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE FAGB MB 7473 nn 10 'OS BEFORE USK Design valid for use only with IvMTek connectofs This design is based only upon parameters shown and is for on individual building component Applicability of design paramenfers and proper incorporation of component is responsibility of buitdmg designer - not truss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng construction is ihe responsibillity of fhe erector Additional permanent tjracing of the overall structure is fhe responsibility of the building designer For general guidance regarding fabrication quality controL storage delivery erecfion and bracing consult ANSI/TPIl Quality Criteria DSB 8? and BCSI Building Component Safety information available from TnJss Plate Institute 261 N Lee STreef Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane Suite 109 Dims Heights CA 95610 Job Truss Truss Type Qty Ply ITll-10017 Truss Type R33830448 OAK_AVENUE A03 Common Truss 3 1 .lob Reference loptionall -AC Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 44 2011 Page 1 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-mjlzCbFlgwSRNbvCpUen_3R0zvAB3ziwe0WwS4yMXr9 I-8-2-0 8-2-0 Plate Offsets fX.Yl [1 0-0-9.0-0-81, [9 0-7-3.0-2-111.110 0-3-8.04-81 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 77 BC 0 63 WB 0 24 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0 11 1-11 >999 240 Vert(TL) -0 27 1-11 >922 180 Horz(TL) 0 05 9 n/a n/a PLATES GRIP MT20 220/195 Weight 1081b FT = 20% LUMBER TOP CHORD 2X4DFNo1&Btr BOT CHORD 2X6DFN0 2 WEBS 2 X 4 DF Stud/Std SLIDER Right 2 X 6 DF No 2 1-6-5 REACTIONS (Ib/size) 1=1156/0-3-8 (mm 0-1-8), 9=1174/0-3-8 (mm 0-1-8) MaxHorz1=-69(LC8) Max Grav1=1179(LC 2), 9=1190(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown BRACING TOP CHORD BOT CHORD JOINTS TOP CHORD BOT CHORD WEBS 1-12—2310/0, 12-13—2255/0, 2-13—2208/0, 2-14=-2079/0, 14-15^2020/0, 3-15—1984/0, 3-16=492/61, 4-16=469/74, 4-17=482/72, 6-17—505/60, 6-18=-1939/0, 18-19—1990/0, 7-19—2032/0, 7-20=-1924/0, 8-20=-1933/0, 8-9-1994/0, 3-21=-1712/0, 5-21=-1712/0, 5-22^1712/0, 6-22=-1712/0 1-11=0/2046, 10-11=0/1871, 9-10=0/1665 6-10=0/358, 7-10=-65/403, 3-11=0/500, 2-11=441/173 Structural wood sheathing directly applied or 3-5-10 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 5 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installaton guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf; h=25ft, B=45ft, L=24fl, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Automatic zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber DOL=1 60 plate gnp D0L=1 60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun-ent live loads 4) Provide adequate drainage to prevent water ponding 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the tiottom chord and any other members 7) This truss is designed in accordance with the 2009 Intemational Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10,11,12,13, 14,15, 16, 17,18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31 has/have been modified Building designer must review loads to venfy that they are correct for the intended use of this truss 9) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 11) Design assumes 4x2 (flat onentation) purlins at oc spaang mdicated, fastened to truss TC w/ 2-10d nails 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard Continued on page 2 011 ^ WARMNG Venfy desfgti parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE FACE Mn 7473 nm 10 '08 BH'ORE USE. Design valid for use onty v,nth fvUTek conneclors This design is based only upon parameters shown and Is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer Bracing shown is for lateral support of individual web members onty Additional femiDorary bracing to insure stability dunng construction is Ihe responsibillity of the erector Additional permanent bracing of the overall structure is the res|Donsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSIAPIl Quality Criteria DSB 89 and BCSI Building Component Safety infomiation available from Tnjss Plate Institute 281 N Lee Street Sulfe312 Atexandna VA 223I4 MiTek' 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply IT11-10017 R33830448 OAK_AVENUE A03 Common Truss 3 1 Job Reference foptionall -A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 45 2011 Page 2 ID huOVbJNHc6ptglW»vWoQ1oTySBcc-EwsLPxGwREbnUPMC90WG_BjlVQoQy3tgGT_WyMXr8 LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3—70, 34—70, 4-6=-70, 6-9=-70, 1-11=-20, 10-11=-100(F—80), 9-10—20 2) Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-80, 34—80, 4-6—80, 6-9—80, 1-11—20, 10-11—70(F—50), 9-10—20 3) IBC BC Live Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=-40, 6-9=40, 1-11=40, 10-11 =-90(F—50), 9-10=40 4) C-C Wind Lumber lncrease=1 60, Plate lncrease=1 60 Unifonm Loads (plf) Vert 1-13=34, 3-13=21, 3-4=21, 4-6=34, 6-18=34, 9-18=21, 1-11-12, 10-11—62(F—50), 9-10=-12 Horz 1-13=46, 3-13=-33, 34-33, 4-6=46, 6-18=46, 9-18=33 5) 2nd C-C Wind Lumber lncrease=1 60, Plate Increas6=1 60 Uniform Loads (plO Vert 1-15=21, 3-15=34, 3-4=34, 4-6=21, 6-7=21, 7-9=34, 1-11=-12, 10-11=-62(F-50), 9-10-12 Horz 1-15=-33, 3-15=46, 3-4=46, 4-6=33, 6-7=33, 7-9=46 6) MWFRS Wind Left Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=11,34=11 4-6=11,5-9=11,1-11-12 10-11=-62(F=-50), 9-10=-12 Horz 1-3=-23, 34=-23, 4-6=23, 6-9=23 7) MWFRS Wind Right Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=11,34=11,4-6=11,6-9=11,1-11-12 10-11=-62(F=-50), 9-10=-12 Horz 1-3-23, 34=-23, 4-6=23, 6-9=23 8) MWFRS Wind Left Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=-16, 34=-16, 4-6-1, 6-9=-1, 1-11-12, 10-11 =-62(F=-50), 9-10-12 Horz 1-3=4,34=4,4-6=11,6-9=11 9) MWFRS Wind Right Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=-1, 34=-1, 4-6=-16, 6-9-16, 1-11—12, 10-11 =-62(F=-50), 9-10=-12 Horz 1 -3=-11, 34=-11, 4-6=4, 6-9=4 10) MWFRS 1st Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=21, 34=21, 4-6=21, 6-9=21, 1-11=-12, 10-11—62(F=-50), 9-10=-12 Horz 1-3=^33, 34=-33, 4-6=33, 6-9=33 11) MWFRS 2nd Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plO Vert 1-3=9, 34=9, 4-6=9, 6-9=9, 1-11=-12, 10-11=-62(F—50), 9-10—12 Horz 1-3—21,34—21,4-6=21,6-9=21 12) MWFRS 1st Wind Parallel Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=-13, 34=-13, 4-6—13, 6-9—13, 1-11—12, 10-11—62(F—50), 9-10=-12 Horz 1-3=1, 34=1, 4-6=-1, 6-9—1 13) MWFRS 2nd Wind Parallel Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=-13, 34=-13, 4-6=-13, 6-9=-13, 1-11—12, 10-11=-62(F—50), 9-10=-12 Horz 1-3=1,34=1,4-6—1,6-9—1 14) Live Only Lumtier lncrease=0 90, Plate lncrease=0 90 Pit metal=0 90 Uniform Loads (plf) Vert 1-3=40 34=40, 4-6=40, 6-9=40, 1-11-20, 10-11-110(F=-90), 9-10-20 15) 1st unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3—70 34=-70, 4-6=40, 6-9=-40, 1-11—20, 10-11—100(F=-80),9-10=-20 16) 2nd unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6—70, 6-9—70, 1-11=-20, 10-11=-100(F—80), 9-10=-20 17) 3rd unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3—80, 34=-80, 4-6=40, 6-9=40, 1-11—20, 10-11—70(F—50), 9-10=-20 18) 4th unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=-80, 6-9=-80, 1-11-20, 10-11-70(F=-50), 9-10=-20 19) 1st Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1 -3=40, 34=40, 4-6=-40, 6-9=40, 1-11 -20, 10-11-100(F-80), 9-10-20 Concentrated Loads (lb) Vert 12-325 20) 2nd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Continued on page 3 ^ WARNINa Verify design parameters and RFAD NOTES QN THIS AND INCLUDED MTTEK REFERENCE PAGB MR 7473 me 10 OS BEFORE USB Design valid for use only with MiTeIc connectors Thts design (S based only upon paramefers shown and is for an individual buiiding component AppficoblRty of design poromentere and proper incorporafion of component is responsibility of building designer - not fnjss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng construcfion is fhe responsibillity of fhe erector Additional permonenf bracing of fhe overafl structure is the responsibility of fhe building designer For general guidance regarding fabncation quality control storage deliver/ erection and bracing consult ANSI/TPIl Quality Criteria DSB 89 and BCSi Building Component Safety Information available from Tnjss Ptate Institute 261 N Lee Street Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights CA, 95610 Job Truss Truss Type Qty Ply ITll-10017 R33830448 OAK^AVENUE A03 Common Truss 3 1 Job Reference roptionah '•A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 45 2011 Page 3 IDhu0VbJNHc6ptglW«rWoQ1oTySBa;-EwsLPxGwREbPIUPMC90WG_B|IVQoQy3tgGT_VyyMXr8 LOADCASE(S) Standard Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=-40 6-9=-40, 1-11=-20, 10-11—100(F—80), 9-10=-20 Concentrated Loads (lb) Vert 14=-325 21) 3rd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-9=40, 1-11—20, 10-11 =-100(F—80), 9-10—20 Concentrated Loads (lb) Vert 16=-325 22) 4th Moving Load Lumber lnCTease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-9=40, 1-11—20, 10-11=-100(F—80), 9-10=-20 Concentrated Loads (lb) Vert 17=-325 23) 5th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-9=40, 1-11=-20, 10-11—100(F—80), 9-10=-20 Concentrated Loads (lb) Vert 19=-325 24) 6th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plO Vert 1-3=40, 34=40, 4-6=-40, 6-9=40, 1-11=-20, 10-11—100(F=-80), 9-10—20 Concentrated Loads (lb) Vert 20=-325 25) 7th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=,40, 6-9=40, 1-11=-20, 10-11=-100(F=-80), 9-10=-20 Concentrated Loads (lb) Vert 1=-325 26) 8th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plO Vert 1-3=40, 34=40, 4-6=40, 6-9=40, 1-11—20, 10-11=-100(F—80), 9-10—20 Concentrated Loads (lb) Vert 2=-325 27) 9th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-9=40, 1-11=-20, 10-11=-100(F=-80), 9-10—20 Concentrated Loads (lb) Vert 3=-325 28) 10th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-9=40, 1-11=-20, 10-11=-100(F—80), 9-10=-20 Concentrated Loads (lb) Vert 4=-325 29) 11th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-6=40, 6-9=40, 1-11=-20, 10-11=-100(F—80), 9-10—20 Concentrated Loads (lb) Vert 6=-325 30) 12th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 34=40, 4-6=40, 6-9=40, 1-11=-20, 10-11 —100(F=-80) 9-10=-20 Concentrated Loads (lb) Vert 7=-325 31) 13th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40 34=40, 4-6=40, 6-9=40, 1-11—20, 10-11—100(F=-80) 9-10—20 Concentrated Loads (lb) Vert 9=-325 WARfUmi Venfy desrgn parameter and READ NOTES ON THIS AND INCLUDED MTI^ RBFERENTB PAGE mi 7473 ren 10 '08 BEFORE OSB Design valid for use ony with MiTek connectors This design is based ony upon parameters shown and is for an individual buikiing component Applicability of design paramenters and proper incorporation of component is responsibility of building designer nol truss designer Bracing shown ts for lateral support of individual web membem onfy Additional temporary fxacing to insure stabilrly dunng consfrucfron is fhe responsrbillily of fhe erector Additional permanent tDracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consull ANSIAPIl Quality Criteria DSB 89 and BCSI Building Component Safety Infomialion available from Tnjss Plate Institute 281 N Lee Street Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply ITll-10017 R33830449 OAK_AVENUE A04 Common Truss 1 1 .lob Reference foptinnal) ""A" C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 46 2011 Page 1 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-i6Q)cGHZCYj9cv3bwvgF3UXJMiuHXIuCSK'>1XyyMXr7 3xS 11 3x4 ^ 3x6 = 2x< 11 1 7 9 8 1 15-5-12 1 1S-0-0 1M 3 1 7-IW 7Ji-4 tiA.? Plate Offsets fX.Yl [1 0-3-8.Edael. [4 0-3-0.0-1-121 LOADING (psO SPACING 2-0-0 CSI Dl;Fl in (loc) l/defl Ud PUTES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 90 Vert(LL) -0 07 1-7 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 40 VertfTL) -0 20 1-7 >916 180 BCLL 0 0 * Rep Stress Incr YES WB 0 77 HorzfTL) 0 02 5 n/a n/a BCDL 10 0 Code IRC2009/TPI2007 (Matnx) Weight 79 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF No l&Btr BOT CHORD 2X4 DF No l&Btr WEBS 2 X 4 DF Stud/Std 'Except* 4-5 2X4DFNo1&Btr WEDGE Left 2 X 4 DF Stud/Std REACTIONS (Ib/size) 5=41/Mechanical, 6=959/0-3-8 (mm 0-1-8), 1=676/0-3-8 (mm 0-1-8) MaxHorz1=120(LC9) Max Uplift5—161(LC 24), 6=-62(LC 10), 1=-69(LC 10) Max Grav5=239(LC 22), 6=1057(LC 2), 1=773(LC 23) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shovm TOP CHORD 1-8—1269/190, 8-9=-1196/192, 2-9=-1184/206, 2-10=-971/158, 3-10—881/181, 3-11=0/287, 4-5=-252/145 BOT CHORD 1-7=-219/1095, 6-7=-101/496 WEBS 2-7=498/159, 3-7=-19/544, 3-6=-961/173, 4-6=-353/127 BRACING TOP CHORD BOTCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, m accordance with Stabilizer Instellaton guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12 Intenor(l) 3-1-12 to 11-0-0, Extenor(2) 11-0-0 to 14-0-0 zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp DOL=1 60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcun-ent with any other live loads 9) "Semi-ngid pitchbreaks including heels" Member end fixity model was used m the analysis and design of this truss LOADCASE(S) Standard EXP. fiber 4,2011 mzmtt ^ WARMfKr Venfy desi^ pararaeters and READ NOTES ON THIS AND INVLUDSD MTTEK REFERBNCE PAGB mi 7473 nm JO '08 BEFORE USB Design valid for use only with MiTek connectors This design B based only upon parameters shown and is for an individual buifoiing component Applicability of design paramenters and proper incorporation of component is responsibility of building des^ner - not truss designer Bracing shown IS for lateral support of individual web members only Additional temporary tDracing fo insure stability dunng constmction is the responsibillity of fhe erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication quality control storage delivery erecfion and iDracing consult ANSI/TPIl Quality Criteria DSB 89 and BCSI Building Component Safety Information available from Tnjss Plate Institute 281 N Lee Street Suite3l2 Alexandna VA22314 MiTek' 77V7 Greenback Lane Surte 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply IT11-10017 Truss Type R3383D450 OAK_AVENUE AOS Monopitch Truss 4 1 Job Reference foptionall ."A-C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 47 2011 Page 1 IDhu0VbJNHc6ptglWwWoQ1oTySBcc-AI_6qcHBzrOE3dnUdBUbh3cs6EDGLNMKJa3PyMXr6 Scsl« = 1 26 8 Plate Offsets fX.YI. 11 0-0-0.0-141. II 0-1-7.0-5-10] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 11 14 >737 240 Vert(TL) -0 29 14 >295 180 Horz(TL) 0 01 4 n/a n/a PLATES GRIP MT20 220/195 Weight 31 lb FT = 20% LUMBER TOP CHORD 2X4 DF No l&Btr BOT CHORD 2X4 DF No l&Btr WEBS 2 X 4 DF Stud/Std WEDGE Left 2 X 4 DF Stud/Std REACTIONS (Ib/size) 4=317/Mechanical, 1=317/0-3-8 (mm 0-1-8) MaxHorz1=129(LC7) Max Uplift4=-36(LC 10), 1=-26(LC 10) Max Grav4=536(LC 17), 1=536(LC 18) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-7=-587/162, 5-7=-563/164, 2-5=-539/173, 34=-383/103 BOT CHORD 14=-237/507 WEBS 24=-558/215 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=5 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, Intenor(l) 3-1-12 to 7-24 zone, cantilever left and nght exposed , end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun-ent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections 5) This truss is designed m accordance with the 2009 International Residential Code sections R502 111 and R802 102 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss LOADCASE(S) Standard WARmNS Venfy design parameters and RBAO NOTES ON THIS AND INCLWBD MTTEKRBFERENTE FAOB mi 7473 rai IO'OS BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for on individual building component Applicability of design paramenters 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 dunng constnJClion is the responsibillity of the erector Additional permanent bracing of the overall sfructure is fhe responsibility of the building designer For general guidance regarding tabncotion quality control storage delivery erection and bracing consult ANS1API1 Quality Criteria OSB-89 and BCSI Building Component Safety information available from Truss Plate Institute 281 N Lee STreet Suite 312 Alexandna VA 22314 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply ITI1-10017 R33830451 OAK_AVENUE B01G Hip Truss 1 O Job Reference (optionah .A-C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 50 2011 Page 1 IDhu0VbJNHc6plglWwWoQ1oTySBcc-atfESeK3GmDb5WMM91kBDKh0NJEdTc_o0yzEg|yMXr3 16-3-2 ^ 20-11 2 I 24 2 12 | 28-0-0 , -I-4-6-4 4-8 0 3-3-10 3-9-4 2x4 11 11-8-14 Plate Offsets fX.YI 110 0-3-0.0-4-81.112 0-5-0.Edae1. [13 0-3-0.04-81 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 84 BC 0 57 WB 0 57 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0 24 11-12 >999 240 Vert(TL) -0 55 11-12 >589 180 Horz(TL) 0 15 8 n/a n/a PLATES GRIP MT20 220/195 Weight 303 lb FT = 20% LUMBER TOP CHORD 2X4 DF No l&Btr BOT CHORD 2 X 6 DF 1800F 1 5E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/Size) 1=3649/0-3-8 (mm 0-2-10), 8=3549/0-3-8 (mm 0-2-10) Max Horz 1 =-61 (LC 5) Max Uplifti =411 (LC 7), 8=411 (LC 7) Max Grav1=4949(LC 20), 8=4949(LC 27) FORCES (lb), TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - All forces 250 (lb) or less except when shown 1-15—10022/831, 2-15=-9993/842, 2-16—10488/892, 3-16=-10466/901, 3-17—11558/1044, 4-17—11668/1044, 4-18=-11668/1044, 18-19=-11658/1044, 19-20—11668/1044, 5-20—11668/1044, 5-21 =-11689/1045, 6-21=-11689/1046, 6- 22=-10461/900, 7-22=-10483/892, 7-23=-999S/842, 8-23=-10024/832 1- 14=-707/8853, 13-14=-707/8853, 13-24=-725/9551, 24-25=-725/9551, 12-25=-725/9551, 12-26-934/11689, 25-27=-934/11689, 11-27=-934/11689, 11-28=-724/9546, 28-29—724/9546, 10-29=-724/9546, 9-10=-707/8855, 8-9=-707/8855 2- 14—285/71, 2-13—140/895, 3-13=-141/2632, 3-12=-257/2771, 4-12=492/119, 5-12=-258/208, 5-11=402/97, 6-11 =-252/2803, 6-10=-139/2617, 7-10—141/887, 7- 9—279/70 NOTES 1) 2-ply truss to be connected together with 10d (0 131"x3") nails as follows Top chords connected as follows 2X4-1 row at 0-7-0 oc Bottom chords connected as follows 2X6-2 rows at 04-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless othenwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf; h=25ft, B=45ft, L=28ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 5) Provide adequate drainage to prevent water ponding 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any ottier live loads 7) * This truss has been designed for a live load of 20 Opsf on the bottom chonj in all areas where a rectangle 3-6-0 tall by 2-0-0 wnde will fit between the bottom chord and any other members 8) This truss IS designed m accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 9) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks including heels" Member end fixity model was used m the analysis and design of this tnjss Continued on page 2 ^,2011 ^ WARNINa Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE mi 7473 rec 10 '08 BEFORE USE Design vqlid for use only with MiTek connectors This design e based only upon parameters shown and is for an individual building component Applicability of design paromenteis 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 dunng consfruction is fhe responsibillity of fhe erector Additional permanent bracing ot lhe overall structure is the responsibiiity of fhe building designer For general guidance regarding fabncation quality control storage deRveiy erection and bracing consull ANSI/TPIl Quality Crlteiia OSB 89 and BCSI Building Component Safety Infontiafion avatoble from Tnjss Plate Institute 261 N Lee Street Suite 312 Alexandna VA 223I4 Jl MITek' 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply ITll-10017 Truss Type R33830451 OAK_AVENUE B01G Hip Truss 1 2 Job Reference foptionah . A" C Houston Lumber Co Inc Indio CA 92201 NOTES 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 50 2011 Page 2 ID hu0VbJNHc6ptglMAvWoQ1oTySBcc-atfESeK3GmDb5WMM9lkBDKh0NJEdTc_o0yzEa(yMXr3 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2267 lb down and 147 lb up at 7-0-14, 509 lb down and 48 lb up at 9-1-12, 509 lb down and 48 lb up at 11-1-12, 509 lb dovm and 48 lb up at 13-1-12, 509 lb down and 48 lb up at 14-104 509 lb down and 48 lb up at 16-104, and 509 lb dovim and 48 lb up at 18-104, and 2267 lb dam and 147 lb up at 20-10-6 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plO Vert 1-3=-80, 3-6—80, 6-8=-80, 1-8=-20 Concentrated Loads (lb) Vert 13=-1305(F) 10=-1305(F) 24=-320(F) 25=-320(F) 26=-320(F) 27=-320(F) 28=-320(F) 29=-320(F) ^ WARNINa Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RO-BRBNCB PAGE mi 7473 nm 10'08 BEFORE USB Design valid for use only with MiTek connectors This design is tDosed only upon parameters shown and is for an individual building component Applicability of design paramenteis and proper incorporation of componenl is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing fo insure stability dunng constnjction is the responsibillity of the erector Additional permanent bracing of fhe overall structure is the responsibility of the building designer For general guidance regarding fabncation quality controL storage delivery erection and iDracing consult ANSIAPH QuaWy Crlteiia, DSB-e9 and BCSi Buildmg Comjaonent Safefy information available from Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' POWER TO PCRFURM" 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job _ Tmss Truss Type Qly Ply ITll-10017 R33830452 OAK_AVENUE B02 Hip Tmss 1 1 Job Reference (oDtionall A C Houston Lumber Co Inc Indio CA 92201 4-7-2 I 4-7-2 9-1-0 7 250 sf^ar 23 2011 li/liTek Industnes Inc Fn Nov 04 14 54 10 2011 Pagel ID huOVbJNHc6ptglWwWoQ1oTySBcc-SgUNcMTYeskAjphfguQT1QXZAqOWv7A3WDjdrHyMWNx 14-0^1 I 18-11-0 I 25-5-14 , 4-11-0 4-11-0 6-6-14 Scale = 1 44 4 4-7-2 9-1-0 14-0O 1B-11-0 25-5-14 4-11-0 6-6-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/detl ua PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 72 Vert(LL) -0 05 9 >999 240 220/195 TCDL 20 0 Lumt>er Increase 1 25 BC 0 41 VertfTL) -0 17 9-10 >999 180 BCLL 0 0 * Rep Stress Incr YES WB 0 62 HorzfrL) 0 06 7 n/a n/a BCDL 10 0 Code IRC2009/TPI2007 (ti/latnx) Weight 1251b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No l&Btr'Except' 5-6 2 X 4 DF 2400F 2 OE 2 X 4 DF No l&Btr 2 X 4 DF Stud/Std 'Except' 6- 7 2X4DFNo1&Btr BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide WEDGE Left 2X4 DF Stud/Std REACTIONS (Ib/size) 1=1134/0 3-8 (mm 0-1-8), 7=n34/Mechanical MaxHorz1=108(LC9) Max Upllft1-110(LC 10), 7=-111(LC 10) Max Grav 1=1260(LC 2), 7=1260(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-2342/347, 12-13=-2275/350 2-13-2246/362 2-14=-1914/327, 3-14=-1B33/339 3-15-1815/356 15-1& 4-17=-1815/356 4-18-1815/356, 18-19—1815/356, 6-19-1815/356 5-20—1552/276 20-21-1561/259 6-21^ BOT CHORD 1-11-362/2020, 10-11=-362/2020 9-10=-255/1669, 8-9-197/1409 7-6=-54/209 WEBS 2-11=0/187, 2-10=-559/120 3-10=0/361 3-9=-67/331 4-9-529/142 5-9-98/618, 5-8=-165/110 6-8=-148/1286 1815/356 16-17=-1815/356 1661/255 6-7—1195/238 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 90mph TCDL=6 Opsf BCDL=6 Opsf h=25fl B=45ft, L=25ft eave=4fl Cat II Exp C enclosed H/IWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12 lnlenor(1) 3-1-12 to 9-1-6 Extenor(2) 9-1-6 to 23-1-8 lntenor(1) 23-1-8 to 254-2 zone cantilever left and nght exposed end vertical left and nght exposed C-C for members and forces & MWFRS for reactions shovm Lumber DDL=1 SO plate gnp D0L=1 60 3) This truss has been designed for basic load combinations which include cases vkath reductions for multiple concurrent live loads 4) Provide adequate drainage to prevent water ponding 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 6) * This truss has been designed for a live load of 20 Opsf on ttie bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit tietween the bottom chord and any ottier members 7) Refer to girder(s) for truss to truss connections 8) Provide mectianical connection (by others) of truss to beanng plate capable of withstanding 110 lb uplift at joint 1 and 111 lb uplift at joint 7 9) This truss IS designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TP11 10) This truss has been designed for a moving cnncentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 11) "Semi-ngid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss LOADCASE(S) Standard ember 4,2011 ^ WARMNB VrHfy design parameters and READ NOTES ON THIS AND INCIAIDFJ) MTTEK REFERBNCE PACrB mi 7473 nm 10'08 BEFORE USB 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 paramenteis and proper incorporation of component is responsilDility of building designer - not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stobilit/ dunng construction is the responsibillity of the erector Additional permanent brocing of the overall structure is the responsibility of fhe building designer For general guidance regarding fabncation quality control storage delivery erecfion and bracing consult ANSI/TPIl Quality Criterja DSB 89 and BCSI Building Component Safety informafion availabte from Truss Plate Institute 281 N Lee Street Suite 312 Alexandna VA 22314 Mffek' PDMYR TO PEHrORM." 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Tnjss Truss Type Qty Ply IT11-10017 Truss Type R33830453 OAK_A\/ENUE B03GE Special Truss 1 1 -.lob Reference foptionall •• A'C Houston Lumber Co , Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 55 2011 Page 1 ID huOVbJNHc6ptglVVWWoQ1oTySBcc-xrT7VLOC4JraBHFKylKMwNOvZKzo8pRXAEh'LxyMXr_ I 20-11-6 I 25-5-14 I 4x10 11 Plate Offsets fX.Yl [4 0-2-15.0-1-41.15 0-2-15.0-14]. |11 0-5-0.Edae1 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 68 BC 0 44 WB 0 75 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 05 1-12 >999 240 Vert(TL) -0 18 1-12 >999 180 HorzfTL) 0 06 9 n/a n/a PLATES GRIP MT20 220/195 Weight 1491b FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS SLIDER 2X4 DF No l&Btr'Except* 1-5 2 X 4 DF 2400F 2 OE 2X4DF No l&Btr 2 X 4 DF Stud/Std 2 X 4 DF Stud/Std Left 2 X 4 DF Stud/Std 3-8-14 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 1=1183/0-3-8 (min 0-1-8), 9=1194/Mechanical Max Hoiz1=143(LC9) Max Uplift1=-61(LC 10), 9-51(LC 10) Max Grav 1=1309(LC 2), 9=1320(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD BOT CHORD WEBS 1-14—2350/139, 2-14=-2261/141, 2-15—2238/145, 3-15=-2197/164, 3-16—1651/120, 4-15=-1581/137, 4-17—1025/64, 5-17=-965/95 5-18—967/88, 5-18=-1028/55, 6- 19=4581/130, 7-19-1552/113, 7-20-1584/117, 20-21 =-1603/106, 8-21-1678/104, 8-9=-1279/126 1-12=-127/2027, 11-12-137/2010, 10-11-96/1524 3-12=0/289, 3-11—704/142, 11-13=-24/566, 5-13=-31/599, 7-11—295/98, 7- 10—364/94, 8-10—53/1484, 4-13—639/88, 6-13—630/91 Structural wood sheathing directly applied or 4-5-6 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf; h=25ft B=45ft, L=25ft, eave=4ft. Cat II, Exp C, enclosed MWFRS (all heights) and C-C Automatic zone cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber DOL=1 60 plate gnp D0L=1 60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun-ent live loads 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 2-0-0 wide vinll fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) This tnjss is designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) Loadcase(s) 1, 2, 3,4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14,15, 16,17,18,19, 20, 21,22, 23, 24, 25,26, 27, 28, 29, 30, 31 has/have been modified Building designer must review loads to venfy that they are cortect for the intended use of this truss 9) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 11) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard Continued on page 2 ember 4,2011 ^ WARmmi Venfy design paramefers and READ NOTES ON TWS AND INTMUDBD MTTEK REFERBNCE PAGE Mn 7473 rai JO 'OS BEFORE USB Design valid for use only v^f h MiTek connectore This design is based only upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tnjss designer Bracing shown IS for lateral support of individual web membem onty Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permonenf iDroang of the overall structure is the responsibiiily of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSIAPH Quality Criteria DSB-89 and BCSI Building Component Safety informafion available from Tmss Plate Institute 281 N Lee Street Suite312 Alexandna VA 22314 MiTek' fawER ra fEMFxiRK 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Tmss Truss Type Qty Ply ITll-10017 Truss Type R33830453 OAK_AVENUE B03GE Special Truss 1 1 Job Reference foptionall • A'C Houston Lumber Co Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 14 56 2011 Page 2 ID huOVbJNHc6ptglVWvWoQ1 oTySBcc-PI 0VihOqrczkpRpWW0rbTbx4JkJ1tGhhOuRYsNyMXqz LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Unifomi Loads (plf) Vert 14=-70, 4-5=-90(F-20), 5-6=-90(F-20), 5-8-70, 1-9-20 2) Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert. 14=-80, 4-5—100(F—20), 5-6-100(F—20), 6-8—80, 1-9—20 3) IBC BC Live Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20), 5-6=-60(F—20), 6-8=40, 1-9=40 4) C-C Wind Lumber lncrease=1 50, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-14=34, 4-14=21, 4-5=1 (F=-20), 5-6=14(F—20), 6-8=21, 1-9=-12 Horz 1-14=46, 5-14=-33, 5-5=46, 5-8=33, 8-9=35 5) 2nd C-C Wind Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 14=21, 4-5=14(F=-20), 5-6=1(F=-20), 6-20=21, 8-20=34, 1-9=-12 Horz 14=-33, 4-5=46, 5-20=33, 8-20=45, 8-9=-19 6) MWFRS Wind Left Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 14=8, 4-5=-12(F=-20), 5-6=-9(F-20), 5-8=11, 1-9-12 Horz 1-5—20, 5-8=23, 8-9=20 7) MWFRS Wind Right Lumber lncrease=1 60, Plate lncrease=1 60 Unifonn Loads (plf) Vert 14=11, 4-5=-9(F=-20), 5-6=-12(F=-20), 6-8=8, 1-9=-12 Horz 1-5=-23, 5-8=20, 8-9=-17 8) MWFRS Wind Left Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 14—18, 4-5—38(F=-20), 5-5=-21(F=-20), 6-8=-1, 1-9—12 Horz 1-5=5, 5-8=11, 8-9=8 9) MWFRS Wind Right Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 14—1, 4-5=-21(F=-20), 5-6=-38(F—20), 5-8=-18, 1-9—12 Horz 1-5=-11, 5-8=-6, 8-9=-29 10) MWFRS 1st Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 14=21, 4-5=1(F=-20), 5-6=1(F=-20), 6-8=21, 1-9-12 Horz 1-5—33, 5-8=33, 8-9=26 11) MWFRS 2nd Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 14=9, 4-5-11(F=-20), 5-6=-11(F-20), 6-8=9, 1-9=-12 Horz 1-5=-21, 5-8=21, 8-9=26 12) MWFRS 1st Wmd Parallel Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 14=-13, 4-5=-33(F=-20), 5-6—33(F—20), 6-8—13, 1-9=-12 Horz 1-5=1, 5-8=-1, 8-9=14 13) MWFRS 2nd Wind Parallel Positive Lumber lncrease=1 50, Plate lncrease=1 60 Uniform Loads (plf) Vert 14=-13, 4-5^33(F—20) 5-6=-33(F=-20), 6-8=-13, 1-9—12 Horz 1-5=1, 5-8=-1, 8-9=14 14) Live Only Lumber lncrease=0 90, Plate lncrease=0 90 Pit metal=0 90 Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20), 5-6=-50(F=-20), 5-8=40, 1-9=-20 15) 1 st unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14—70, 4-5—90(F—20), 5-6=-60(F^20), 6-8^0 1-9=-20 16) 2nd unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20) 5-6=-90(F=-20), 6-8=-70, 1-9=-20 17) 3rd unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=-80, 4-5=-100(F=-20), 5-6=-60(F—20), 6-8=40, 1-9—20 18) 4th unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert. 14=40, 4-5=-60(F=-20), 5-6-100(F—20), 6-8—80, 1-9—20 19) 1st Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20), 5-6—60(F=-20) 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 15=-325 20) 2nd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Continued on page 3 ^ WARNINa Venflj design parameters and READ NOTES ON THIS AND INCLUDED mTTBK REFERENCE PAGE urn 7473 rev 10'08 BEFORE OSB Design valid for use only v/ith MiTek connectois This design is based only upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web membeis only Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent bracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality confrol storage delivery erection and bracing consult ANSI/FPII Quality Critena DSB flf and BCSI Building Component Safety information available from Truss Plate Institute 281 N Lee STreef Suite 312 Alexandna VA 22314 J MiTek' faWER TO pen FCR M. 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Truss Truss Type Qty Ply ITll-10017 Truss Type R33830453 OAK_AVENUE B03GE Special Truss 1 1 Job Reference foptionall 'fit, C Houston Lumber Co Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 14 56 2011 Page 3 ID huOVbJNHc6ptglWwWoQ1oTySBcc-P10VihOqrczkpRpWWDrt)Tbx4JkJ1tGhhOuRYsNyMXqz LOADCASE(S) Standard Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20), 5-6=-60(F=-20), 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 16-325 21) 3rd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F-20), 5-6=-60(F=-20), 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 17-325 22) 4th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Unifonn Loads (plf) Vert 14=40, 4-5=-50(F=-20), 5-6-60(F=-20), 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 18-325 23) 5th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20), 5-5=-60(F=-20), 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 19=-325 24) 6th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20), 5-5=-60(F—20), 6-8=40, 1-9—20 Concentrated Loads (lb) Vert 21 =-325 25) 7th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F-20), 5-6=-50(F=-20), 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 8=-325 26) 8th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20), 5-6=-60(F=-20), 5-8=40, 1-9=-20 Concentrated Loads (lb) Vert 1=-325 27) 9th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Unifonn Loads (plO Vert 14=40, 4-5=-60(F=-20), 5-6=-50(F=-20), 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 3=-325 28) 10th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5—60(F—20), 5-6=-60(F—20), 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 4=-325 29) 11th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F—20), 5-6—60(F—20), 5-8=40, 1-9—20 Concentrated Loads (lb) Vert 5-325 30) 12th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F=-20), 5-5=-50(F—20), 6-8=40, 1-9=-20 Concentrated Loads (lb) Vert 6=-325 31) 13th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=40, 4-5=-60(F—20), 5-6—60(F-20), 6-8=40, 1-9—20 Concentrated Loads (lb) Vert 7=-325 ^ WARNINa Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RBFBRENCB PAGB Mil 7473 rem 10 OS BEFORE USE Design valid for use only wifh MiTek connectors This design is based only upon paramefers shown and is tor an individual building componenl Applicability of design paramenters and proper inconDorafion of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only Additional temporary tjracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality controL storage delivery erection and bracing consult ANSI/TPtl Quality Criteria DSB-89 and BCSI Building Component Solely intormation available from Tmss Plate Institute 281 N Lee Street Suite 312 Alexandna VA 22314 MiTek' fOVTER ra fERFVRM. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply ITll-10017 R33830454 OAK_AVENUE 804 SPECIAL TRUSS 1 1 Job Reference loptionall - A'C Houston Lumber Co Inc Indio CA 92201 , 6-0-0 6-0-0 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 14 59 2011 Pagel ID hu0VbJNHc6ptglWwWoQ1oTySBcc-paeLjRi8XLJgvY5B8PI5DZbFyCw4ja75sn3TiyMXqw 16-7-0 2D-11-6 2|,6 0 23-4-0 i 25-5-14 270 0-6-10 1 10-0 2 1 14 Plate Offsets fX.Y) |1 0-2-14.Edae1. [1 0-0-2.0-1-31.18 0-6-0.0-341. [13 0-3-0.0-341. [15 0-3-0.0-34] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0 70 BC 0 94 WB 0 35 (Matrix) DEFL m (loc) l/defl Ud Vert(LL) -0 18 15-16 >999 240 Vert(TL) -0 47 15-16 >647 180 Horz(TL) 0 08 10 n/a n/a PLATES MT20 MT16 GRIP 220/195 152/158 Weight 1431b FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2 OE'Except' TOP CHORD 3-6 2X4DFNo1&Bfr BOT CHORD 2X 4 DF No l&Btr'Except* BOT CHORD 13-15 2X6 DF No 2 JOINTS WEBS 2X4 DF No l&Btr WEDGE Left 2 X 4 DF Stud/Std REACTIONS (Ib/size) 10=1396/Mechanical, 1=1349/0-3-8 (mm 0-1-8) Max Horz 1=167(LC 9) Max Grav10=1432(LC 2), 1=1401(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-17=-2631/0, 2-17=-2543/0, 2-18=-2018/0, 18-19=-1920y0, 3-19-1878/0, 3-20=431/49, 4-20=411/56, 4-21=-*39/56, 6-21=463/43, 6-22=-1828/0, 22-23—1840/0, 7-23=-1947/0, 7-24=-1550/0, 8-24=-1592/0, 9-10=-369/27, 3-28=-1635/0, 5-28=-1535/0, 5-29-1535/0, 6-29-1635/0 BOT CHORD 1-15-30/2281, 15-16=-30/2281, 15-26=0/1738, 14-26=0/1750, 14-27=0/1739, 13-27=0/1726, 12-13=0/1515, 11-12=0/1118, 10-11=0/1122 WEBS 2-16=0/278 2-15=-726/147, 7-13=-35/455, 7-12=469/11, 8-12=0/638, 8-10=-1725/0, 3-15=0/510, 5-13=0/335 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf h=25ft, B=45ft, L=25ft, eave=4ft; Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Automatic zone cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 3) 150 Olb AC unit load placed on the bottom chord, 14-0-0 from left end, supported at two points, 2-0-0 apart 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads 5) Provide adequate drainage to prevent water ponding 5) All plates are MT20 plates unless othenwise indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 8) * This tnjss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf 9) Refer to girder(s) for truss to truss connections 10) This truss is designed m accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 11) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 12) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design ot this truss 13) Design assumes 4x2 (flat onentation) puriins at oc spacing mdicated fastened to truss TC w/ 2-1 Od nails d4^tlH(te8 bP^£^6'^E(S) section, loads applied to the face of the truss are noted as front (F) or back (B) Structural wood sheathing directly applied or 4-3-6 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 5 MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide 'er 4,2011 ^ WARNING Verify design paranuiers and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB MH 7473 res 10'OS BBFORB USB Design valid for use only with MiTek connectors This design is based onty upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web membem only Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent bracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consull ANSIAPH Quality Oiterla DSB-B9 and BCSI BuUding Component Safefy informafion ovattable from Tmss Plate Institute 281 N Lee STreef Suite 3t2 Alexandna VA 22314 MiTek' POWER ra PKKroRM 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Truss Type Qty Ply ITll-10017 R33830454 CAK_AVENUE B04 SPECIAL TRUSS 1 1 ,lob Reference foptionall A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 14 59 2011 Page 2 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-pcieLjRi8XLJgvY5B8PI5DZbFyCw4ia75sfl3TiyMXqw LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-70, 34-70, 4-6-70, 6-8-70, 8-9-70, 1-15-20, 13-15-80(F-30), 10-13=-20 Concentrated Loads (lb) Vert 26=-75 27-75 ^ WARNINa Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK: REFERENCE PAGE MTI 7473 res IO 'OSBEFORE USS Design valid for use ont/ with MiTek connectors This design is based only upon parameters shown and is for on individual building component Applicability of design paramenters 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 tDracing fo insure sfatDilify dunng constmction is fhe responsibitiify of the erector Addilional permanent bracing of fhe overall sfructure is the responsibility of the building designer For general guidance regarding fabncation qualify control storage deliver/ erecfion and bracing consutt ANSI/TPIl Quality Critena DSB-89 and BCSf Building Component Safety Information available trom Tmss Plate institute 281 N Lee Street Suit63l2 Alexandna VA22314 MiTek' »0WEA TO fEnroRM.-' 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Truss Truss Type Qty Ply ITll-10017 R33830455 OAK_AVENUE B05 SPECIAL TRUSS 1 1 Job Reference (optionall "A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 02 2011 Page 1 ID hu0VbJNHc6ptglV\AivWoQ1oTySBcc-EB0nzlTbRSkuXMHgsGy'?isB6U9EoH4JZnqut41yMXqt 14-0 0 Plate Offsets (X.Y1 [1 0-2-14.Edael. [1 O-0-2.O-1-31.17 0-5-12.0-341. [9 0-2-12.0-241,113 0-3-0.0-341. [15 0-3-0.0-341 LOADING (psO TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 19 15-16 >999 240 Vert(TL) -0 48 15-16 >634 1 80 Horz(TL) 0 07 10 n/a n/a PLATES GRIP MT20 220/195 MTI 6 152/158 Weight 1461b FT = 20% LUMBER TOP CHORD 2 X 4 DF 2400F 2 OE *Except* 3-6 2X4DFNo1&Btr BOT CHORD 2 X 4 DF No 1 &Btr *Except* 13-15 2X6 DF No2 WEBS 2X 4 DF No l&Btr'Except* 9-10 2 X 4 DF Stud/Std WEDGE Left 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 4-3-6 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 5 MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=1349/0-3-8 (mm 0-1-8), 10=1395/Mechanical MaxHorz1=170(LC9) Max Grav1=1401(LC 2), 10=1432(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-17=-2531/0, 2-17=-2543/0, 2-18-2019/0, 18-19=-1921/0, 3-19=-1879/0, 3-20=427/42, 4-20=-408/61, 4-21=436/51, 6-21=460/38, 6-22=-1824/0, 22-23-1837/0, 7-23=-1940/0, 7-24=-715/47, 8-24-714/47, 8-25=-782/39, 9-25=-810/35, 9-10=-1415/14, 3-28=-1545/0, 5-28-1545/0, 5-29=-1645/0, 6-29-1645/0 BOT CHORD 1-16-32/2281, 15-15=-32/2281, 15-26=0/1738, 14-26=0/1751 14-27=0/1740, 13-27=0/1727 12-13=0/1471, 11-12=0/1469 WEBS 2-16=0/277, 2-15=-728/143, 7-13=0/472, 7-11=-1337/0, 9-11=0/1243, 3-15=0/510, 5-13=0/326 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf, h=25ft, B=45ft, L=25ft, eave=4ft. Cat II, Exp C, endosed, MWFRS (all heights) and C-C Automatic zone, cantilever left and nght exposed, end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber DOL=1 60 plate gnp D0L=1 60 3) 150 Olb AC unit load placed on the bottom chord, 14-0-0 from left end, supported at two points, 2-0-0 apart 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun-ent live loads 5) Provide adequate drainage to prevent water ponding 6) All plates are MT20 plates unless otherwise indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas wrtiere a rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf 9) Refer to girder(s) for truss to truss connections 10) This truss is designed in accordance with the 2009 International Residential Code sections R502 111 and R802 10 2 and referenced stendard ANSI/TPI 1 11) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads dS^S^&StS&'fisI^^^^^^^ including heels" Member end fixity model was used in the analysis and design of this truss 4,2011 ^ WARNINa Venfy design parami^ers and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB ml 7473 res 10 OS BEFORE USB. Design valid for use only with MiTek connectors This design is bosed only upon paramefers shown and is for an individual buildmg component Applicability of design paramenters and proper incorpioration of componenl is responsibility ot building designer not tmss designer Bracing shown IS for lateral support of individual web members onty Additional temporary bracing lo insure stability dunng constmction is the responsibillity of the \ erector Additional permanent bracing of fhe overall structure is the responsibilify of fhe building designer For general guidance regarding fabncation quoiily controL storage delivery erection and bracing consult ANSi/TPil Quality Criteria DSB 89 and BCSI Building Component Safely information available from Tmss Plate Instilufe 281 N Lee Street Suite 312 Alexandna VA22314 _.JI MiTek' fOWER ra fCRFORK- 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job £)AK_AVENUE Tmss Truss Type Qty Ply ITll-10017 Truss Type R33830455 B05 SPECIAL TRUSS 1 1 Job Reference foptionall A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 02 2011 Page 2 ID huOVbJNHc6ptglWwWoQ1oTySBcc-EBOnzrrbRSkuXMHgsGy''isB6U9EoH4JZnqut41yMXqt NOTES 13) Design assumes 4x2 (fiat onentation) puriins at oc spaang indicated, fastened to truss TC w/ 2-1 Od nails 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3—70, 34—70, 4-6—70, 6-7—70, 7-8—70, 8-9—70, 1-15=-20, 13-15^80(F=-30), 10-13—20 Concentrated Loads (lb) Vert 26=-75 27=-75 ^ WARNINa Venfy design paramitrrs and READ NOTES ON THIS AND INTLUDBD MTTEK REFEREWTE PAGB Mil 7473 res 10'OS BEFORE USE Design valid for use only with MiTek connectois This design is based only upon parameters shown and is for on individual building component Appiicabilify of design poramenfers and proper incorporalron of component is responsibility of building designer- not fnjss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erecfor Additional permanent bracing of fhe overall structure is fhe responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSIAPH Quality Criteria DSB 89 and BCSI BuUding Component Safety information available from Tmss Plale Institute 281 N Lee sTreet Suite 312 Alexandna VA 22314 MiTek' R TO PERFORM. 7777 Greenback Lane Suite 109 Dtrus Heights CA, 95610 Job Truss Truss Type Qty Ply IT11-10017 R33B30456 OAK_AVENUE B06 SPECIAL TRUSS 1 1 Job Reference foptionall A C Houston Lumber Co Inc , Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 06 2011 Page 1 ID hu0VbJNHc6ptglV\AvWoQ1oTySBcc-6ydHp6W6UhEK0zaR561xtiMobmdeDuk9iRs4DoyMXqp 3x10 MT16 = 6-0-0 -1-5-5 0 -+- Plate Offsets (X.Y1 [7 0-4-0.0-34]. [8 0-4-0.0-2-8]. [13 0-3-0.0-341. 115 0-3-0.0-341 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code iRC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 15 15-16 >999 240 Vert(TL) -0 42 15-15 >720 180 HorzfTL) 0 07 10 n/a n/a PLATES MT20 MTI 6 GRIP 220/195 152/158 Weight 1501b FT = 20% LUMBER TOP CHORD 2 X 4 DF 2400F 2 OE 'Except* 3-6 2X4 DF No l&Btr BOT CHORD 2 X 4 DF 2400F 2 OE *Except* 1-14 2X4 DF No l&Btr, 13-15 2 X 6 DF No 2 WEBS 2 X 4 DF No 1 &Btr "Except* 9-10 2 X 4 DF Stud/Std WEDGE Left 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD JOINTS Stnjctural wood sheathing directly applied or 4-4-12 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 5 MiTek recommends that Stabilizers and required CTOSS braang be installed dunng truss erection, m accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=1349/0-3-8 (mm 0-1-8), 10=1396/Mechanical Max Horz1=170(LC 9) Max Grav1=1401(LC 2), 10=1432(LC 2) FORCES (lb)- TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - All forces 250 (lb) or less except when shown 1-17=-2628/0, 17-18=-2S40/0, 2-18=-2523/0, 2-19—2025/0, 19-20=-1934/0, 20-21 =-1929/0, 3-21—1885/0, 3-22=433/61, 4-22=414/86, 4-23=437/52, 6-23=461/52, 6-24—1841/0, 24-25—1845/0, 7-25—1904/0, 7-26=-1550/18, 8- 26—1550/18, 8-27—1190/31, 27-28—1228/22, 28-29=-1230/22, 9-29=-1290/16, 9- 10-1401/39, 3-32=-1637/0, 5-32=-1637/0, 5-33=-1637/0, 6-33=-1637/0 1- 16-32/2278, 15-16=-32/2278, 15-30=0/1748, 14-30=0/1761, 14-31=0/1748, 13-31=0/1734 12-13=0/1579 11-12—5/1114 2- 16=0/272, 2-15—671/146, 7-13=-62/54a, 7-12=-1082/0, 8-12=0/959, 8-11 =-605/33, 9-11=0/1325, 3-15=0/501, 6-13=0/372 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf, h=25ff, B=45ft, L=25ft, eave=4ft Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Automatic zone cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp DOL=1 60 3) 150 Olb AC unit load placed on the bottom chord, 14-0-0 from left end, supported at two points, 2-0-0 apart 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurtent live loads 5) Provide adequate drainage to prevent water ponding 6) All plates are MT20 plates unless othenwise indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 8) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10 Opsf 9) Refer to girder(s) for truss to tnjss connections 10) This truss IS designed in accordance with the 2009 International Residenhal Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 11) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chort, nonconcurrent with any other live loads 63^hSSS9^'0^l^i^^^^^ mcludmg heels" Member end fixity model was used in the analysis and design of this buss ber 4,2011 ^ WARNINa VenfydesrgnparametersandREADNOTBSONTHIS AND INCLUDED MTTEK REFOtENTB PAGB mi 7473 res 10'OS BEFORE USB Design valid for use only with MiTek connectois This design is based only upon parameters shown and is for an individual building component Applicability ot design paramenters and proper incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS for taterol support of individual web members only Additional temporary bracing lo insure stability dunng constmction is the responsibillity of fhe erector Additional permanent tDracrng of the overall structure rs fhe resiDonsibilify of fhe building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consull ANSIAPH Quafity Criteria DSB-89 and BCSI Building Component Safety informafion available from Tmss Plate Institute 281 N Lee Street Suite3I2 Alexandra VA22314 MiTek' a RCRFURK" 7777 Greenback Lane Suite 109 Cflrus Heights CA 95610 Job Truss Truss Type Qty Ply ITll-10017 R33B30456 £)AK_AVENUE 806 SPEC1/\L TRUSS 1 1 Job Reference (optionah A C Houston Lumber Co , Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 15 06 2011 Page 2 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-6ydHp6W5UhEK02aR561xtiMobmdeDuk9iRs4DoyMXqp NOTES 13) Design assumes 4x2 (flat onentation) puriins at oc spaang indicated, fastened to truss TC w/ 2-1 Od nails 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-70, 34=-70, 4-5-70, 6-7—70, 7-8—70, 8-9—70, 1-15—20, 13-15—80(F—30), 10-13=-20 Concentrated Loads (lb) Vert 30—75 31 =-75 { • . ^ WAimNa Venfy design parameters and READ NOTSS ON THIS AND INCLUDED MTTEff REFERBNCE PAGB mi 7473 res 10 OS BBFORE OSE Design valid for use only wifh MiTek connectois This design is based only upon parameters shown and rs for an individual building component App^cability of design paramenters and proper incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS for lalerai support of individual web members only Additional temporary bracing fo insure stability dunng constmcfion is tbe responsibillity of the erector Additional permanent bracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and iDracing consult ANSIAPH Quality Criteria DSB-89 and BCSi Building Component Safety information available from Tmss Plate Institute 281 N Lee Street Suite312 Alexandna VA22314 MiTek' fOWER TO RERfORH." 7777 Greenback Lane Sujte 109 Citms Heights CA 95610 Job Truss Truss Type Qty Ply ITll-10017 Truss Type R33830457 OAK_AVENUE 807 SPECIAL TRUSS 1 1 Job Reference (optionall A C Houston Lumber Co Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 09 2011 Paget ID hu0VbJNHc6ptglWwWoQ1oTySBcc-XXJQR8Y_nccutRJ0mEaeUK_Gl_fcQFXbOP4kq7yMXqm 6-9-0 19 5x12 ^ 5 50 RF Plate Offsets (X.Yl [1 0-0-8.0-2-0]. [7 0-74.0-1-121. [12 0-3-0.0-34]. [14 0-3-0.0-34] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 85 BC 0 79 WB 0 32 (Matrix) DEFL m (loc) l/defl Ud Vert(LL) -0 17 14-15 >999 240 Vert(TL) -0 45 14-15 >653 180 Horz(TL) 0 06 10 n/a n/a PLATES MT20 MTI 6 GRIP 220/195 152/158 Weight 148 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2 OE'Except* TOP CHORD 4-7 2X4DFNo1&Btr BOT CHORD 2 X 4 DF 2400F 2 OE *Except* BOT CHORD 1-13 2X4 DF No l&Btr, 12-14 2X6 DF No2 JOINTS WEBS 2 X 4 DF No 1 &Btr 'Except* 9-10 2 X 4 DF Stud/Std SLIDER Left2X4DF Stud/Std 3-1-15 REACTIONS (Ib/size) 1=1349/0-3-8 (mm 0-1-8), 10=1396/Mechanical MaxHotz1=170(LC9) Max Grav1=1401(LC 2), 10=1432(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-2—2583/0, 2-3—2497/1, 3-16—2012/0, 16-17=-1929/0, 4-17=-1874/0, 4-18=437/74, 5- 18=418/87, 5-19=406/75, 7-19=452/67, 7-20—1762/0, 8-20—1768/0, 8-21-1416/21, 9-21=-1511/6, 9-10=-1360/49, 4-24-1638/0, 6-24=-1538/0, 6- 25-1639/0, 7-25-1639/0 BOT CHORD 1-15-38/2230, 14-15-38/2230, 14-22=0/1749, 13-22=0/1761, 13-23=0/1748, 12-23=0/1734, 11-12=0/1283 WEBS 3-15=0/260, 3-14=-665/144, 8-11=-632/36, 9-11=0/1338, 4-14=0/478, 7-12=413/96, 8-12=0/1050 Structural wood sheathing directly applied or 4-10-14 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 6 MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, m accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wmd ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft B=45ft, L=25ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Automatic zone, cantilever left and right exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown, Lumber D0L=1 60 plate gnp D0L=1 60 3) 150 Olb AC unit load placed on the bottom chord, 14-0-0 from left end supported at two points, 2-0-0 apart 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun-ent live loads 5) Provide adequate drainage to prevent water ponding 6) All plates are MT20 plates unless otherwise indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed fbr a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chorti and any ottier members, with BCDL =10 Opsf 9) Refer to girder(s) for truss to truss connexions 10) This truss IS designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TP11 11) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent wnth any other live loads 12) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 13) Design assumes 4x2 (flat onentation) puriins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails d(4AtlRi568 feP^fibS^^f^) section, loads applied to the face of the truss are noted as front (F) or back (B) ber 4,2011 ^ WARNINa Venfy design parameters andRP.AD NOTES ON THIS AND INCJAIDED MTTEK REFERENCE PAGB MCI 7473 rmi JO'OS BEFORE USB Design valid for use onfy with MiTek connectors This design is tDosed onty upon parameters shown and is for on individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary tDracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of the overall stmcture is the responsibility of fhe building designer For general guidance regarding fabncation quality conlroL storage delivery erecfion and bracing consutt ANSIAPH Quality Critena DSB-89 and BCSI Building Component Safety Informahon available from Tmss Plate Institute 281 N LeeSTreet Suite3]2 Alexandna VA223I4 MiTek' POWER TO fEfraRM. 7777 Greenback Lane Suite 109 Citrus Heights GA 956T0 Job Truss Truss Type Qty Ply IT11-10017 Truss Type R33830457 <;AK_AVENUE 807 SPECIAL TRUSS 1 1 Job Reference (optional) A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 09 2011 Page 2 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-XXJQR8Y_nccutRJ0mEaeUK_GI_fcQFXbOP4kq7yMXqm LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert. 14—70, 4-5=-70, 5-7—70, 7-8—70, 8-9—70, 1-14—20, 12-14=-80(F—30), 10-12=-20 Concentrated Loads (lb) Vert 22-75 23-75 ^ WARMNa Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RITERBNCB PAGB mi 7473 res JO OS BEFORE USB Design valid for use only v/ifh MiTek connectors This design is based only upon paramefers shown and is for an individual building component Applicability of design paramenteis and iDroper incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing fo insure stability dunng constmcfion is fhe responsibillity of the erector Additional permanent bracing of fhe overall structure is fhe responsibility of the building designer For general guidance regarding fabncation qualify controL storage deliver/ erection and bracing consult ANSIAPH Quality Crfferia DSB 89 and BCSI Buiiding Component Safety Information available from Tmss Plate Insfifufe 281 N LeeSTreet Suite312 Alexandra VA22314 MiTek' POMVR TD PERFORM. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply ITI1-10017 Truss Type R33830458 eAK_AVENUE 808 SPECIAL TRUSS 1 1 Job Reference (optionall A C Houston Lumber Co Inc Indio CA 92201 I 6-0-0 7 250 s Aug 25 2011 MITek Industnes Inc Fn Nov 04 13 15 13 2011 Pagel ID hu0VbJNHc6ptglWWWoQ1oTySBcc-PIYxHVbUrq6KM2dn'4fafA8_Lb3XM37BJ12yzuyMXqi I 14^HI I l5-?-1 11 lS-7-0 117 8-0 I 23 5x8= 2U ll 5x6 = 2x4 11 3x10 MT16 = 14-0-0 I 15-4 0 I 16-7 0 |17 8 0 I 19-2 13 270 l-<-0 1 3-0 ULS 1-6-13 ^5 5 14 Plate Offsets (X.Yl [1 0-04.0-2-0]. [7 0-3-15.0-34]. [10 0-6-9.Edoe1. [12 04-0.0-2-01. [16 0-3-0.0-341. [18 0-3-0.0-341 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 66 BC 0 60 WB 0 29 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 08 18-19 >999 240 Vert(TL) -0 30 18-19 >999 180 Horz(TL) 0 06 14 n/a n/a PLATES MT20 MT16 GRIP 220/195 152/158 Weight 157 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF 2400F 2 OE *Except* 4-10 2X4DFNo1&Btr BOT CHORD 2 X 4 DF No 1 SBtr 'Except* 16-18 2X6DFN0 2 WEBS 2X4DFNo1&Btr*Except* 13-14 2X6 DF No 2 SLIDER Left 2 X4DF Stud/Std 3-1-15 REACTIONS (Ib/size) 1=1344/0-3-8 (mm 0-1-8), 14=1394/Mechanical Max Horz1=171(LC9) Max Grav1=1396(LC 2), 14=1429(LC 2) BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 5-1-3 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 6 MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Instellation guide FORCES (lb). TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - All forces 250 (lb) or less except when shown 1-2=-2560/0, 2-3-2474/0, 3-20-2028/0, 20-21-1948/0, 4-21-1875/0, 4-22—352/320, 5-22—309/359, 5-23—283/381, 7-23—341/364, 7-24—224/1039, 9-24—224/1039, 9-25=-250y978, 11-25=-250/978, 11-26—340/890, 12-26—352/871, 12-27=-1368/10, 27-28=-1454/0, 13-28=-1554/0, 13-14=4 360/52, 4-31=-1818/0, 6-31—1818/0, 6-32—2518/26, 8-32=-2518/26, 8-33=-2532/32, 10-33—2532/32 1-19—39/2209, 18-19=-39/2209, 18-29=0/1762, 17-29=0/1775, 17-30=0/1767, 16-30=0/1754, 15-16=0/1330 3-18=-600/146, 4-18=0/512, 10-16=-737/92, 9-10—536/141 5-5—372/82 6-7—97/875 12-15=-561/24, 10-12=-2339/119, 13-15=0/1355, 12-16=0/1261, 10-11—190/364 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=25ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Automatic zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber DOL=1 60 plate gnp DOL=1 60 3) 150 Olb AC unit load placed on the bottom chord, 14-0-0 from left end, supported at two points, 2-0-0 apart 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads 5) Provide adequate dramage to prevent water ponding 6) All plates are MT20 plates unless othenwise indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf 9) Refer to girder(s) for fruss to truss connections 10) This fruss IS designed in accordance with the 2009 International Residential Code sections R502 111 and R802 10 2 and referenced standard ANSl/TPl 1 11) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 12) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss dSJltfi'ffiSS'iiS^SgB^ (flat onentation) puriins at oc spaang indicated, fastened to fruss TC w/ 2-1 Od nails ^ WARNINa Venfy design parameters andREAD NOTES ON THIS AND INCLUDED MTTEK REFERBNCE PACrE MD 7473 res 10 '08 BEFORE OSB Design valid for use only vflfh MITek connectors This design is based only upon parameters shown and is for an individual building component Applicability of design poramenleis and proper incorporation of component is responsibility ol building designer - not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng constmction is the responsibillity of fhe erector Additional permanent bracing of the overall stmcture is the responsibility ol the building designer For general guidance regarding fabncation qualify control storage delivery erection and bracing consult ANSIAPH Quality Criteria DSB-89 and BCSI Building Component Safety information available from Tmss Plate Instilufe 281 N Lee Streel Suite 312 Alexandna VA 22314 [job Truss Truss Type Qty Ply ITll-10017 R33830458 |0AK AVENUE 608 SPECIAL TRUSS 1 1 r- -~ •lob Reference (optinnall A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 13 2011 Page 2 ID hu0VbJNHc6ptgl\AMiWoQ1oTySBcc-PIYxHVbUrq6KM2dn'>4fafA8_Lb3XM37BJ12yzuyMXqi NOTES 14) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lnCTease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14—70, 4-5—70, 5-7—70, 7-11-70, 11-13—70, 1-18—20, 16-18=-80(F—30), 14-16—20 Concentrated Loads (lb) Vert 29=-75 30-75 WARNINa Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RBFERBNTB PAGB Mn 7473 res 10 08BEFORECPSB Design valid lor use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of buikding designer - not tmss designer Bracing shown IS for lateral support of individual web members on^ Additional temporary bracing to insure stability dunng constmction is the responslbrllity of the erector Additional pennanent bracing of the overall structure is the responsibility of fhe building designer For general guidance regarding fabncation quality controL storage delivery erection and bracing consull ANSIAPH Quality Criteria DSB-69 and BCSI BuUding Component Safely Information available from Tmss Plate Institute 281 N Lee Street Suite312 Alexandna VA22314 Jl MiTek POIVER TD PCRFCRM." 7777 Greenback Lane Suite 109 Dtrus Heights CA 95610 |job Truss Tnjss Type Qty Ply ITll-10017 Tnjss Type R33830459 PAK_A VENUE B09 HIP TRUSS 1 1 i * • Job Reference (optionall A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 15 16 2011 Page 1 ID hu0VbJNHc6ptgl\/Wirt/VoQ1oTySBcc-qtE3vXeN8IUvDWLMhCCHHpmWQo3MZM9d''7HcaDyMXqf " n-o |15-M1 |1B7(I[ 71-0-0 I 2iiU | Scale = 1 53 4 5 22 7 23 || 550112' 3x10 MT16— 15*0 15-3^ J±ftfl 1^0JP4—LlfiiO-L- 3-30 oVii ' 'o.im ' Plate Offsets (X.Y) [1 0-0-8.0-2-0]. [9 0-3-8.0-2-0]. [12 0-2-15.0-2-21.115 0-3-0.0-341.117 0-3-0.0-341 LOADING (psO TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 60 BC 0 55 WB 0 52 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -Oil 17-18 >999 240 Vert(TL) -0 34 17-18 >881 180 Horz(TL) 0 07 13 n/a n/a PLATES MT20 MT16 GRIP 220/195 152/158 Weight 1541b FT = 20% LUMBER TOP CHORD 2 X 4 DF 2400F 2 OE *Except* 4-9 2X4DFNo1&Bfr BOT CHORD 2X4DFNo1 &Bfr *Except' 15-17 2X6DFN0 2 WEBS 2X4DFNo1&Bfr *Except* 12-13 2 X 4 DF Stud/Std SLIDER Left 2 X 4 DF Stud/Std 3-1-15 REACTIONS (Ib/size) 1=1423/0-3-8 (mm 0-1-8), 13=1486/Mechanical MaxHoiz1=176(LC9) BRACING TOP CHORD BOT CHORD JOINTS Sfructural wood sheathing directly applied or 4-9-13 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 8 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide FORCES (lb)- TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - All forces 250 (lb) or less except when shown 1-2-2656/0, 2-3-2581/0, 3-19=-2202/0, 19-20-2127/0, 4-20=-2079/0, 4-21 =-219/408, 5-21—189/456, 5-22—120/493, 7-22=-120/493, 7-23=-218/441, 10-23=-248/425, 10-24=-181/567 24-25=-184/534, 11-25=-217/514, 11-26=-1338/23, 26-27-1358/12, 12-27-1425/10, 12-13-1426/40, 4-30—2064/10, 30-31=-2064/10, 6-31=-2064/10 6-8-2141/32 8-32=-2224/52, 32-33=-2224/52, 9-33-2224/52 1-18=49/2303, 17-18=49/2303, 17-28=0/1921, 16-28=0/1936, 16-29=0/1929, 15-29=0/1913, 14-15=0/1282 3-17-586/143, 11-14-710/32, 12-14=0/1390, 4-17=0/567, 9-15-334/135, 9-10=-636/139 7-8—98/559 5-6—574/109,11-15=0/1077 9-11—2129/30 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=25ft, eave=4ft Cat II Exp C, enclosed, MWFRS (all heights) and C-C Automatic zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown, Lumber D0L=1 60 plate gnp D0L=1 60 3) 150 Olb AC unit load placed on the bottom chord, 14-0-0 from left end, supported at two points, 2-0-0 apart 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurtent live loads 5) Provide adequate drainage to prevent water ponding 6) All plates are MT20 plates unless otherwise indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, vinth BCDL = 10 Opsf 9) Refer to girder(s) for fruss to truss connections 10) This fruss IS designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TP11 11) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 12) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 13) Design assumes 4x2 (flat onentation) puriins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails ddAtiRiteS bfi''0S^9^E(S) section, loads applied to the face of the truss are noted as front (F) or back (B) ^ WAftmNa VenfydesignparametersandREADNQTESONTHIS AND INCLUDED MTTEK REFERENCE PACS mi T47-) res 10 OSBBFOREUSB Design valid for use only with MiTek connectors This design is based onty upon parameters shown and is for an individual building component Appficabllity of design paramenters and proper inconooration of component is responsibility of building designer - not tmss designer Bracing shown IS for lateral support of individual web members only Additionol temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent bracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSIAPH Quality Criteria DSB-89 and BCSI Building Component Safety Information available from Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 Job Truss Truss Type Qty Ply IT11-10017 R33830459 QAK_AVENUE B09 HIP TRUSS 1 1 Job Reference (optional) A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 16 2011 Page 2 ID huOVbJNHc6ptgl\AA«WoQ1oTySBcc-qtE3vXeN81UvDWLMhCCHHpmWQo3MZM9d'"HcaDyMXqf LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Unifonn Loads (plf) Vert 14-70, 4-5=-70 5-7-70, 7-12=-70,1-17= Concenfrated Loads (lb) Vert 28=-75 29=-75 20, 15-17=-110(F=-60), 13-15-20 ^ WARNINa Verify design parameters and READ NOTES ON •THIS AND mcLUDFJ} MTTEK Rm^BRBNCEPAm mi 7473 res 10'08 BBFORB USE Design valid for use onty with MiTek conneclors This design is based only upon parameters shown and is for an individual building componenl Applicability of design paramenteis and proper incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent braang of the overall structure is the responsibility of the building designer For generol guidance regarding fabncation quality controL storage delivery erection and fciracing consult ANSIAPH Quality Criteria DSB 89 and BCSI Building Component Safely Informafion available from Tmss Plate Institute 2SI N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' PPMXR ro RERFURK 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 ijob Truss Truss Type Qty Ply ITll-10017 Truss Type R33830460 pAK_AVENUE B10 Common Truss 2 1 1 • Job Reference (optionall A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 19 2011 Page 1 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-ESvCYZgFRgtU4z4xMLm_uRO_z73tmf23hzVGAYyMXqc Scale = 1 5B 5 5 50 112" Plate Offsets (X.Y) [7 0-7-3.0-2-14). [12 0-4-12.0-3-4]. [14 O-S-O.Edoe] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 78 BC 0 79 WB 0 77 (Mafrix) DEFL in (loc) l/defl Ud Vert(LL) -0 18 14-15 >999 240 VertfTL) -0 54 14-15 >561 180 Horz(TL) 0 07 10 n/a n/a PLATES MT20 MT15 GRIP 220/195 152/158 Weight 150 1b FT = 20% LUMBER BRACING TOP CHORD 2X4DFNo1&Bfr*Except* TOP CHORD 14 2 X 4 DF 2400F 2 OE BOT CHORD 2 X 4 DF 2400F 2 OE'Except* BOT CHORD 1-13 2 X 4 DF No l&Btr, 12-14 2 X 6 DF No 2 JOINTS WEBS 2 X 4 DF Stud/Std WEDGE Left 2 X 4 DF Stud/Std REACTIONS (Ib/Size) 1=1349/0-3-8 (mm 0-1-8), 10=1395/Mechanical Max Horz1=179(LC9) MaxGrav1=1401(LC2) 10=1432(LC 2) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-16—2637/0, 2-15—2549/0, 2-17=-2002/0, 3-17=-1907/0, 3-18—303/251, 18-19=-275/288, 19-20=-268/302 4-20=-262/314, 4-21 =-358/173, 6-21—371/150, 6- 22—226/355, 8-22=-272/331, 8-23—1350/0, 23-24=-1364/0, 9-24—1450/0, 9-10—1357/31, 3-27=-1767/0, 27-28—1767/0, 5-28—1767/0, 5-29—1770/0, 7- 29-1770/0 BOT CHORD 1-15-18/2285, 14-15-18/2285, 14-25=0/1732, 13-25=0/1744, 13-26=0/1725, 12-26=0/1712, 11-12=0/1736 WEBS 2-15=0/298, 2-14=-717/151, 7-8—1261/45, 8-11=-180/295, 9-11=0/1322, 3-14=0/469, 7-12=0/651, 6-7=-579/85, 7-11=-1053/0 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=5 Opsf h=25ft B=45ft, L=25ft, eave=4ft Cat 11, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed, Lumber DOL=1 60 plate gnp DOL=1 60 3) C-C wnd load user defined 4) 150 Olb AC unit load placed on the bottom chord, 14-0-0 from left end, supported at two points, 2-0-0 apart 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concajrrent live loads 6) Provide adequate dramage to prevent water ponding 7) All plates are MT20 plates unless othenwise indicated 8) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 9) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas wtiere a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf 10) Refer to girder(s) for fruss to truss connections 11) This truss IS designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TP11 12) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been modified Building designer must review loads to verify that they are cortect for the intended use of this truss 13) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all ContBflISi BWfiS^'Jia t^is Chord, nonconcurtent with any other live loads Sfructural wood sheathing directly applied or 4-2-2 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 5 MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide WARNING Verify ilesign parameters and READ NOTSS ON THIS ANO INCLUDED MTTEK RFTBRBNCB PAGB mi 7473 res 10'08 BEFORE OSB Design valid for use only wifh MiTek conneclors This design is txised only upon paramefers shown and is for an individual buikJmg component Applicability of design paramenfers and proper incorporation of componenl is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng constmction is the responsibiiniy ot fhe erector Additional permanent bracing of fhe overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality controL storage deliver/ erection and bracing consult ANSIAPH QuaHly Critena DSB-89 and BCSI Building Component Safely information available from Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandra VA 22314 Job Truss Truss Type Qty Ply ITll-10017 Truss Type R33830460 OAK_AVENUE BIO Common Truss 2 1 •- . Job Reference (optionall " A C Houston Lumber Co Inc , Indio, CA 92201 7 250 s Aug 25 2011 MfTek Industnes Inc Fn Nov04 13 15 192011 Page 2 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-ESvCYZgFRgtU4z4xMLm_uRO_z73tmf23hzVGAYyMXqc NOTES 14) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 15) Design assumes 4x2 (flat onentation) puriins at oc spaang indicated, fastened to truss TC w/ 2-1 Od nails 16) In the LOAD CASE(S) section, loads applied to the face of fhe truss are noted as front (F) or back (B) LOAD CASE(S) 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert. 1-3—70, 34=-70, 4-9=-70, 1-14=-20, 12-14—80(F=-30), 10-12—20 Concenfrated Loads (lb) Vert 25-75 26=-75 2) Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3—80 34=-80, 4-9—80, 1-14—20, 12-14=-50(F—30), 10-12=-20 Concentrated Loads (lb) Vert 25-75 26=-75 3) IBC BC Live Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-9=40, 1-14=40, 12-14=-70(F=-30), 10-12=40 Concentrated Loads (lb) Vert 25—75 26=-75 4) C-C Wind Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-16=34, 3-16=21, 34=21, 4-22=34, 9-22=21, 1-14-12, 12-14=42(F-30), 10-12=-12 Horz 1-16=46, 3-16=-33, 34=-33, 4-22=46, 9-22=33, 9-10=35 Concenfrated Loads (lb) Vert 25-75 26=-75 5) 2nd C-C Wind Lumber lncrease=1 60, Plate lncrease=1 60 Unifonn Loads (plf) Vert 1-3=21, 3-18=21 4-18=34, 4-23=21, 9-23=34 1-14—12, 12-14=42(F=-30), 10-12=-12 Horz 1-3=-33, 3-18=-33, 4-18=46, 4-23=33, 9-23=46, 9-10=-19 Concenfrated Loads (lb) Vert 25—75 26=-75 5) MWFRS Wind Left Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=8, 34=8, 4-9=11, 1-14=-12, 12-14=-42(F—30), 10-12—12 Horz 1-3=-20 34=-20, 4-9=23, 9-10=20 Concentrated Loads (lb) Vert 25=-75 25-75 7) MWFRS Wind Right Lumber lncrease=1 50, Plate lncrease=1 50 Uniform Loads (plf) Vert 1-3=11, 34=11,4-9=8, 1-14-12, 12-14=42(F=-30), 10-12-12 Hoiz 1-3-23, 34-23, 4-9=20, 9-10=-17 Concenfrated Loads (lb) Vert 25—75 26=-75 8) MWFRS Wind Left Positive Lumber lncrease=1 60, Plate lncrease=1 50 Uniform Loads (plf) Vert 1-3=-18, 34^18, 4-9=-1, 1-14=-12, 12-14=42(F=-30), 10-12—12 Hoiz 1-3=6,34=6,4-9=11,9-10=8 Concentrated Loads (lb) Vert 25-75 26=-75 9) MWFRS Wind Right Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=-1 34-1, 4-9-18, 1-14-12, 12-14=42(F=-30), 10-12=42 Horz 1-3—11,34=-11,4-9=-5, 9-10=-29 Concentrated Loads (lb) Vert 25=-75 26—75 10) MWFRS 1st Wind Parallel Lumber lncrease=1 50, Plate lncrease=1 60 Uniform Loads (plf) Vert. 1-3=21, 34=21, 4-9=21, 1-14=-12, 12-14=42(F—30), 10-12=-12 Horz 1-3=-33, 34=-33, 4-9=33, 9-10=26 Concentrated Loads (lb) Vert 25=-75 26-75 11) MWFRS 2nd Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3=9, 34=9, 4-9=9, 1-14=-12, 12-14=42(F=-30), 10-12-12 Horz 1-3=-21, 34—21, 4-9=21, 9-10=26 Concentrated Loads (lb) Vert 25=-75 25-75 12) MWFRS 1st Wind Parallel Positive Lumber lncrease=1 50, Plate lncrease=1 60 Continued on page 3 ^ WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB MH 7471 real 10 OSBm'ORBUSB Design valid for use only wifh MiTek connectors This design is based only upon parameters shown and is for an individual buiiding component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary iDracing to insure stabifity dunng constmction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation quality control storage deliver/ erection and bracing consull ANSIAPH Quanty Criteria DSB-S9 and BCSi Bunding Component Safety infomiation available trom Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' ROWER TO RERFOR**.- 7777 Greenback l^ne Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply IT1140017 Trass Type R33830460 J3AK_AVENUE 810 Common Truss 2 1 Job Reference (optionall A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 IS 19 2011 Page 3 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-ESvCYZgFRgtU4z4xMLm_uRO_z'3tmf23hzVGAYyMXqc LOAD CASE(S) Uniform Loads (plf) Vert 1-3—13, 34—13, 4-9—13, 1-14—12, 12-14=42(F—30), 10-12—12 Horz 1-3=1 34=1,4-9=-1, 9-10=14 Concentrated Loads (lb) Vert 25-75 26=-75 13) MWFRS 2nd Wind Parallel Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-3—13, 34-13, 4-9—13, 1-14=-12, 12-14=42(F—30), 10-12=-12 Horz 1-3=1, 34=1, 4-9=-1, 9-10=14 Concenfrated Loads (lb) Vert 25-75 26-75 14) Live Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-9=40, 1-14-20, 12-14=-90(F-30), 10-12—20 Concentrated Loads (lb) Vert 25=-75 26=-75 15) 1st unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) ^ Vert 1-3-70, 34=-70, 4-9=40, 1-14-20, 12-14=-80(F=-30), 10-12-20 Cemcentrated Loads (lb) Vert 25—75 25=-75 15) 2nd unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-9=-70, 1-14=-20, 12-14=-80(F=-30), 10-12—20 Concentrated Loads (lb) Vert 25=-75 26=-75 17) 3rd unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-80, 34—80, 4-9=40, 1-14—20, 12-14—50(F=-30) 10-12—20 Concentrated Loads (lb) Vert 25—75 26—75 18) 4th unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-9—80, 1-14—20, 12-14—50(F=-30), 10-12=-20 Concentrated Loads (lb) Vert 25-75 25-75 19) 1st Moving Load Lumber lncrease=1 25, Plate lnCTease=1 25 Uniform Loads (plf) '' Vert 1-3=40, 34=40, 4-9=40, 1-14—20, 12-14=-50(F=-30), 10-12=-20 Concentrated Loads (lb) Vert 16=-325 25=-75 25=-75 20) 2nd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 34^0, 4-9=40, 1-14-20 12-14-50(F=-30), 10-12=-20 Concentrated Loads (lb) Vert 17=-325 25=-75 26=-75 21) 3rd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40,4-9=40, 1-14-20, 12-14-50(F=-30), 10-12-20 Concentrated Loads (lb) Vert 19=-325 25=-75 25-75 22) 4th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plO Vert 1-3=-40, 34=40, 4-9=40, 1-14—20, 12-14—50(F=-30), 10-12=-20 Concentrated Loads (lb) Vert. 20=-325 25=-75 2e=-75 23) 5th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-9=40, 1-14^20, 12-14=-50(F=-30), 10-12=-20 Concentrated Loads (lb) Vert 21—325 25=-75 26=-75 24) 5th Moving Load Lumt>er lncrease=1 25, Plate lncrease=1 25 Unifonn Loads (plf) Vert 1-3=40, 34=40, 4-9=40, 1-14-20, 12-14-50(F=-30), 10-12=-20 Concenfrated Loads (lb) Vert. 22-325 25-75 26=-75 25) 7th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-9=40, 1-14=-20, 12-14=-50(F=-30), 10-12=-20 Concentrated Loads (lb) Vert 24=-325 25=-75 26=-75 Continued on page 4 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDFXI MTTEK REFERENCE PAGB mi 7473 res 10 'OS BEFORE USE Design valid for use ont/ with fvliTek conneclors This design is based only upon parameters shown and is for an individual building component Applicabilily of design paramenfers and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web membisrs only Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent tDracing of the overall stmcture is the responsilDilily of fhe building designer For general guidance regarding fabncafion qualify control storage delivery erecfion and fciracing consult ANSI/TPH Quality Criteria OSB-89 and BCSI Buiiding Component Safety information available from Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' fOWER TO PERFORM. 7777 Greenback Lane Suite 109 Citnjs Heights, CA 95610 Job Trass Tmss Type Qty Ply IT11-10017 Tmss Type R33830460 OAK_AVENUE 810 Common Trass 2 1 Job Reference (optional! 'A C Houston Lumber Co Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 15 19 2011 Page 4 IDhuOVbJNHc6plgH(\AyWoQ1oTySBcc-ESvCYZgFRgtU4z4xMLm_uRO_z'?3tmf23hzVGAYyMXqc LOAD CASE(S) 26) 8th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40,4-9=40, 1-14=-20, 12-14—50(F—30), 10-12—20 Concenfrated Loads (lb) Vert 9—325 25=-75 25—75 27) 9th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-40, 34=40, 4-9=40, 1-14—20, 12-14=-50(F—30), 10-12—20 Concentrated Loads (lb) Vert 1-325 25=-75 26=-75 28) 10th Moving Load Lumber lncrease=1 25, Plate lnCTease=1 25 Uniform Loads (plf) Vert. 1-3=40, 34=40, 4-9=40, 1-14=-20,12-14-50(F=-30), 10-12-20 Concentrated Loads (lb) Vert 2-325 25-75 26—75 29) 11th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40, 4-9=-40, 1-14=-20, 12-14=-50(F=-30), 10-12-20 Concentrated Loads (lb) Vert 3-325 25-75 26-75 30) 12th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert. 1-3=40, 34=40, 4-9=40, 1-14=-20, 12-14—50(F—30), 10-12—20 Concentrated Loads (lb) Vert 4—325 25—75 26—75 31) 13th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Unifomn Loads (plf) Vert 1-3=-40, 34=40, 4-9=40, 1-14=-20, 12-14=-50(F=-30), 1042=-20 Concentrated Loads (lb) Vert 6—325 25—75 26=-75 32) 14th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=40, 34=40,4-9=40, 1-14=-20, 12-14=-50(F=-30), 10-12-20 Concentrated Loads (lb) Vert 8-325 25-75 26-75 A WARNING Venfy design parameters and RFJiD NOTES ON THIS AND INCLUDED MTTEX REFERENCE PAGE mi 7473 res 10 'OS BEFORE USE Design valid for use ont/ v^fh fvliTek connectors This design is based only upon parameters shown and is for on individual building component Applicability of design paramenteis and proper incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS tor lateral support of individual web members onty Additional temporary bracing to insure stability dunng constmction is fhe lesponsibillity of fhe erector Additional permanent bracing of 1he overall stmcture is the resjDonsibillty of the building designer For general guidance regarding fabncafion qualify control, storage delivery erection and bracing consult ANSIAPH Quafity Criteria DS8-89 and BCSI BuUding Componenl Safety intormation available from Tmss Plate Institute 281 N LeeSTreet Suite3I2 Alexandna VA 22314 MiTek' POWER ra PERFORM. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830461 CIAK_AVENUE BUG Common Trass 1 2 2 Job Reference (optionall A C Houston Lumber Co Inc , Indio CA 92201 (i-7 li 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 23 2011 Pagel ID huOVbJNHc6ptglWwWoQ1oTySBcc-7D9jNwjmUvNvYbOibBqw3HZIvdSPiUefcbTUJJyMXqY 20-0-12 I 25-7-6 , 30-4-0 4-10-12 5-6-10 4-6-10 -1 15-2 0 S^ltL- Plate Offsets (X.Y) [1.04-7.Edae). [7.04-7,Edoel. f8 0-7-0,0-2-8]. [9 0-3-8.0-2-0). [10 0-8-0.0-6-12]. Ill 0-3-8.0-2-0). [12 0-7-0.0-2-8]_ LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 45 BC 0 69 WB 0 73 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl Ud PLATES GRIP 0 14 8-9 >999 240 MT20 174/154 044 8-9 >827 180 0 13 7 n/a n/a Weight 460 lb FT = 20% LUMBER TOP CHORD 2X6DF 1800F 1 5E BOT CHORD 1 5X7 25 RIGIDLAM LVL 1 5E WEBS 2X4DFNo1&Bfr*Except* 4-10,6-9,2-11 2X6 DFNo2, 5-8,2-12 2 X 6 DF 1800F 1 5E BRACING TOP CHORD BOT CHORD Sfructural wood sheathing directly applied or 4-2-2 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 1=2484/0-3-8 (min 0-1-10), 7=8003/0-3-8 (req 0-5-3) MaxHorz1=-129(LC6) Max Uplifti =-280(LC 8), 7-1002(LC 8) Max Grav1=2752(LC 2), 7=8907(LC 2) FORCES (lb). TOP CHORD BOT CHORD WEBS Max Comp /Max Ten - All forces 250 (lb) or less except when shown 1-13=-5829/594, 2-13—5766/608, 2-14=-5429/601, 3-14=-5355/616, 3-15=4889/598, 4-15=4803/610, 4-16=-4803/612, 5-15=4899/590, 5-17=-8259/958, 6-17—8333/941, 6-18—18439/2101, 7-18—18533/2092 1-12=-506/5210 11-12=-506/5210 10-11=435/4875, 9-10—751/7558, 8-9—1853/16557, 8-19=-1853/15657, 19-20-1853/16657, 7-20-1853/16657 4-10=411/3655, 5-10=-444D/557, 5-9=401/3955, 6-9—9788/1184, 6-8—863/7820, 3-10=-717/118, 3-11=0/349, 2-11-542/76 NOTES 1) 2-ply truss to be connected together with 10d (0 131 "x3") nails as follows Top chords connected as follows 2X6-2 rows at 0-7-0 oc Bottom chortJs connected as follows 1 5 X 7 25 - 3 rows at 0-2-0 oc Webs connected as follows 2X6-2 rows at 0-9-0 oc, 2 X 4 -1 row at 0-9-0 oc 2) All loads are considered equally applied fo all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) secfion Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=30ft, eave=4ft Cat II, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber DOL=1 60 plate gnp DOL=1 60 5) This truss has been designed for basic load combinations, wrtiich include cases wnth reductions for multiple concurrent live loads 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 7) * This truss has been designed for a live load of 20 Opsf on ttie 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 8) WARNING Required beanng size atjoint(s) 7 greater than input beanng size 9) This truss is designed in accordance with the 2009 Intemafronal Residential Code sections R502 111 and R802 10 2 and referenced stendard ANSI/TPI 1 10) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 11) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 12) Hanger(s) or oUier connection device(s) shall be provided sufficient to support concentrated load(s) 7501 lb dovim and 899 lb up at 25-7-6, and 561 lb down and 60 lb up at 26-34, and 561 lb down and 60 lb up at 28-34 on bottom chortl The design/selection of Con^fS^tF8fif^Pi device(s) is the responsibility of others 'er 4,2011 ^ WARMNa Venfy design parameters and READ NOTES ON THIS mo INCLUDED MTTEK REFERENCE PAGB MB 7473 res 10'OS BEFORE USE Design valid for use only with MiTek connectois This design is fciosed on^ upon parameters shown and is for an individual building component Appiicabilify of design paramenfers and proper incorporation of component is responsibility of buikding designer - not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary tDracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of fhe overall sfructure is the responsibility of fhe building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consull AWSIAPH Quality Crflerio DSB-89 and BCSI Bunding Component Safety Information available from Tmss Plate Insfifufe 281 N Lee Street Suife312 Alexandna VA22314 MiTek' • PERFPOM. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830461 OAK_AVENUE ei1G Common Trass 1 9 Job Reference (optionah A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 23 2011 Page 2 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-7D9jNwi)mUvNvYbOibBqw3HZIvdSPiUefcbTUJJyMXqY LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lnCTease=1 25 Uniform Loads (plf) Vert 14—70, 4-7—70,1-7=-20 Concentrated Loads (lb) Vert 8=-6829(F) 19=477(F) 20=477(F) A WAHNTNG Venfy<iesignparamaersanaR&ADimT&iONTHISANDIHClAmEDmTSKREeERFmrZBPAGiBim7473ra 10'08 BETOHB OSR Design VQlid for use only with /vliTek connectors This design ts based only upon parameters shown and is for an individual building componenl Applicability of design paramenfers and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web members only Additiono! temporary bracing lo insure stability dunng constmction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of fhe building designer For genera! guidance regarding fabncafion quality controL storage delivery erection and bracing consult ANSIAPH QuaBty Criteria DSB 89 and BCSI Bunding Component Safety Infonnation available from Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Tmss Tmss Type Qty Ply ITll-10017 Tmss Type Qty R33830462 ,OAK_AVENUE 812 Common Trass 1 1 Job Reference (optionall A C Houston Lumber Co , Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 27 2011 Page 1 ID huOVbJNHcSptglWwWoQI oTySBcc-"ODDImGY8tL1 ChTq0vsD7iMvEtJeKaFXDRhS4yMXqU ^ ^ -^ffY- «^ ^ s II 10 3x4 = 9 5x8 -- 6 5xS 11 1 77 10 1 15-2 0 \ 22 8-6 1 30-4-0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 72 Vert(LL) -0 08 9 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 50 Vert(TL) -0 30 9-10 >999 180 BCLL 0 0 * Rep Stress Incr YES WB 0 61 Horz(TL) Oil 7 n/a n/a BCDL 10 0 Code IRC2009/TPI2007 (Mafrix) Weight 139 lb FT = 20% LUMBER TOP CHORD 2X4DFNo1&Bfr BOT CHORD 2X4DFNo1&Bfr WEBS 2 X 4 DF Stud/Std WEDGE Left 2 X 4 DF Stud/Std, Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=1352/0-3-8 (min 0-1-10), 7=1352/0-3-8 (mm 0-1-10) Max Horzl—134(LC 8) Max Uplifti-131 (LC 10), 7=-131(LC 10) Max Grav1=1502(LC 2), 7=1502(LC 2) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-15 oc purtms Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD BOT CHORD WEBS 1-11=-2812/342, 11-12=-2740/344, 2-12-2717/357, 2-13=-2551/312, 3-13=-2475/335, 3- 14—1840/291, 14-15—1756/294, 4-15=-1750/306, 4-16=-1750/306, 16-17=-1756/294, 5-17=-1840/291, 5-18=-2475/335, 6-18=-2561/312, 6-19—2717/357, 19-20=-2740/344, 7-20=-2812*342 1- 10=-254/2440 9-10=-155/2071, 8-9=-158/2071, 7-8—251/2440 4- 9—115/1087, 5-9-690/151, 5-8—5/497, 5-8=401/143, 3-9—690/151, 3-10=-5/497, 2- 10=401/143 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=30ft, eave=4ft Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-2-2, Interior(l) 3-2-2 to 15-2-0, Extenor(2) 15-2-0 to 18-2-5 zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 50 plate gnp D0L=1 60 3) This fruss has been designed for basic load combinations, which include cases with reductions for multiple concurtent live loads 4) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vinde will fit between the bottom chord and any other members 6) This buss is designed in accordance with the 2009 Intemational Residential Code secfions R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss LOADCASE(S) Standard ber 4,2011 A WARNINS Venfy design parameters and READ NOTES ON THIS AND INCUmsD MTTEK REFERBNCE PAGB mi 7473 res 10'OS BBFORB USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component ApplicatDilify of design paramenters and proper incorporation of componenl is responsibility ol building designer - not tmss designer Bracing shown IS for lateral support of individual web members only Addilional temporary txacing to insure stabilify dunng constmction is the responsibility of the erector Additional permanent fciracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality control storage defivery erection and bracing consull ANSIAPH QuaRty Criteria DSB-89 and BCSi Bunding Component Safefy informalion available from Tmss Plafe Institute 2SI N LeeSTreef Suite 312 Alexandna VA 22314 MiTek' POWER TO PERFORM. 7777 Greenback l^ne Suite 109 Citrus Heights CA 95610 Job Trass Tmss Type Qty Ply ITll-10017 Tmss Type R33830463 OAK_AVENUE B13 Hip Trass 1 1 -_ Job Reference (optionall •A C Houston Lumber Co, Inc, Indio CA 92201 7 250 E Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 29 2011 Page 1 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-xNW_ezoX4l73HWrsxRxKIYp9l1YF6AaY_WwoXzyMXqS 16-6-8 I 23-4-10 I 30-4-0 , 2 S-0 6-10-2 Scale = 1 53 4 1-6-11-6 I 6-11-6 13-9-8 6-10 2 h 16-6-8 1 23-4-10 6-10-2 1-30-4-0 6-11-6 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 87 Vert(LL) -0 08 10 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 47 Vert(TL) -0 29 10-11 >999 180 BCLL 00 * Rep Sfress Incr YES WB 0 87 Horz(TL) 0 12 5 n/a n/a BCDL 100 Code IRC2009/TPI2007 (Mafrix) Weight 143 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF 2400F 2 OE *Except* 34 2X4DFNO l&Bfr BOT CHORD 2X4 DF No l&Bfr WEBS 2 X 4 DF Stud/Std WEDGE Left: 2 X 4 DF Stud/Std, Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=1352/0-3-8 (mm 0-1-10), 6=1352/0-3-8 (mm 0-1-10) MaxHorz1-123(LC8) Max Uplifti—131(LC 10), 5=-131(LC 10) Max Grav1=1502(LC 2), 6=1502(LC 2) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-12-2809/349, 12-13=-2724/351, 2-13=-2710/372, 2-14-2023/316, 14-15=-1909/330, 3-15-1891/347, 3-16-1723/359, 4-16=-1723/359, 4-17-1893/347, 17-18=-1910/330, 5- 18=-2025/316, 5-19=-2710/372, 19-20-2723/351, 6-20-2808/349 BOT CHORD 1-11-272/2439, 10-11 =-272/2439, 9-10-123/1721, 8-9-123/1721, 7-8-256/2438, 6- 7=-266/2438 WEBS 2-11=0/315, 2-10=-828/165, 3-10=-21/458, 4-8—51/462, 5-8=-825/166, 5-7=0/313 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=30ft, eave=4ft Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-2-2, Intenor(l) 3-2-2 to 13-9-14, Extenor(2) 13-9-14 to 15-6-2, lntenor(1) 20-9-10 to 30-24 zone, cantilever left and nght exposed , end vertical left and nght exposed C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurtent live loads 4) Provide adequate drainage to prevent water ponding 5) This truss has been designed for a 10 0 psf tiottom chord live load nonconcurrent with any other live loads 6) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7) This truss IS designed in accordance with ttie 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standarti ANSI/TPI 1 8) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 9) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss LOADCASE(S) Standard f|p12 074486 ]§1 i2-3iy Nd jer 4,2011 ^ WARNINa Verifij design parameters and READ NOTES ON THIS AND INCLIJDED MTTEK REFBRBNCBPACiE Mil 7473 res 10'OS BBFORB USB Design valid tor use only with MiTek connectors This design is based onty upon parameters shown and is for on individual building component Applicability of design paramenters and proper incorporation of component ts responsibility of building designer not tmss designer Bracing shown IS for loterai support of individual web members only Additional temporary fcTocing to insure stability dunng construction is the responsitnllity ot the erector Additional permanent fcxacing of the overall stmcture is the responsibility ot the building designer For general guidance regarding fabncafion quafity confrol storage delivery erection and bracing consult ANSIAPH QuaTity Criteria DSB 89 and BCSI Bunding Component Safely Informahon available from Tmss Plate Insfifufe 281 N LeeSTreet Suife3l2 Alexandna VA223I4 MiTek' POWER TO PERFORM. 7777 Greenback Lane Suite 109 Ofrus Heights CA 95610 Job Tmss Trass Type Qly Ply IT11-10017 Trass Type R33830464 OAK_AVENUE B14G Hip Tmss 1 O -Job Reference (optionall A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 32 2011 Pagel ID huOVbJNHc6ptglWWWoQ1oTySBcc-MyC6G-'qPNgVe8zaRdaV1wARGrFZYJWG_gU9S8lyMXqP I 18 11-a I 22 7-2 I 26-2 11 i 30-4 0 , 3-9-8 3-7 10 3-7 10 4-1 5 41 5 7-6 14 15-2 0 18 11 6 22 7-2 3-7 10 3-7 10 3-S 8 Plate Offsets (X.Yl [6 0-4-13.0-1-15], [7 0-2-0,0-2-8]. [9 0-0-1,0-0-7]. [12 0-54.0-2-8]. [14 0-5-0.04-8] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 12 12 >999 240 Vert(TL) -0 39 11-12 >923 180 Horz(TL) 0 12 9 n/a n/a PLATES GRIP MT20 220/195 Weight 378 lb FT = 20% LUMBER TOP CHORD 2X4DFNo1&Bfr BOT CHORD 2X6DF 1800F1 5E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-13 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 1=2645/0-3-8 (mm 0-1-9), 9=5311/0-3-8 (mm 0-3-2) MaxHoiz1=100(LC7) Max Uplift1=-280(LC 8), 9-601 (LC 8) Max Grav1=2942(LC 2), 9=5913(LC 2) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-18=-5939/565, 2-18—5866/577, 2-19—5820/587, 3-19—5760/603, 3-20=-5541/599, 4-20=-5478/608, 4-21 =-6088/682, 21-22=-6088/682, 5-22=-6088/682, 5-23=-5088/682, 23-24=-6088/682, 6-24—6088/582, 6-25=-8735/948, 7-25=-8796/939, 7-25=-9788/1027, 8-25—9835/1018, 8-27-10821/1106, 9-27—10879/1094 BOT CHORD 1-17=470/5208, 16-17=470/5208, 15-15=-445/5239, 14-15=-394/4983, 13-14=-506/7026, 12-13=-605/7021 12-28—831/8903, 11-28—831/8903, 11-29=-940/9606, 29-30=-940/9606, 10-30—940/9605, 10-31 =-940/9506, 31-32=-940/9606, 9-32-940/9606 WEBS 3-15=477/73, 4-15-17/473, 4-14-197/2042, 5-14=469/82, 6-14-1742/311, 6-13=43/709, 7-12—1908/235, 7-11 =-152/1779, 5-11—1130/125, 8-10-72/1115, 6-12=431/4096 NOTES 1) 2-ply truss to be connected together with lOd (0 13rx3") nails as follows Top chords connected as follows 2X4-1 row at 0-7-0 oc Bottom chords connected as follows 2X6-2 rows at 0-3-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless othenwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25tt, B=45ft L=30ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights), cantilever left and right exposed , end vertical left and nght exposed. Lumber D0L=1 50 plate gnp D0L=1 60 5) This tmss has been designed for basic load combinations, which include cases with reductions for multple concurtent live loads 6) Provide adequate drainage to prevent water ponding 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 8) * This fruss has been designed for a live load of 20 Opsf on the bottom chort) m all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between fhe bottom chord and any other members 9) This truss IS designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 10) This fruss has been designed for a moving concenfrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along frie Top Chord, nonconcurtent with any other live loads d(3Ati'§^-i5l9^^6=fe''r®9l^s mcluding heels" Member end fixity model was used m the analysis and design of this fruss 4,2011 ^ WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MD 7473 res 10'OS BBFORB USE Design valid for use onfy wifh MiTek connectors This design is biased only upon parameters shown and is for an individual building componenl ApplicafcMlity of design paramenters and proper incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS for lalerai support ol individual web members only Additional temporary braong fo insure statiilify dunng constmcfion is fhe responsitiillity of fhe erector Additional permanent fciracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation qualify contnDl storage delivery erecfion and bracing consult ANSIAPH Qualify Criteria DSB 89 and BCSI Building Component Safety Inlormatlon available from Tmss Plate Instilute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' POWER TO PERFORM." 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply IT11-10017 R33830464 OAK_AVENUE B14G Hip Trass 1 9 - -Job Reference (optionall A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 15 32 2011 Page 2 ID huOVbJNHc6ptglWwWoQ1oTySBcc-MyC6G->qPNgVe8zaRdaV1wARGrFZYJWG_gU9S8lyMXqP NOTES 12) Hanger{s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3144 lb down and 312 lb up at 20-1-8, 567 lb down and 61 lb up at 21-10-0, 557 lb down and 61 lb up at 23-10-0, 567 lb down and 61 lb up at 25-10-0, and 567 lb down and 61 lb up at 27-10-0, and 567 lb dovm and 51 lb up at 29-10-0 on bottom chord The design/selection of such connection device(s) is the responsibility of oUiers LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 14=-70, 4-6=-70, 6-9—70, 1-9—20 Concentrated Loads (lb) Vert 12=-2826(B) 28=485(B) 29=485(B) 30=485(B) 31=485(B) 32=485(B) WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDFJ) MTTEK RB'BRBNCB PAGB Mil 7473 res JO'OS BEFORE USB Design vofid for use only with MiTek connectors This design is based only upon porameteis shown and is for an individual building component Applicability of design paramenfers and proper incorporation of component is responsibility of buikiing designer not tmss designer Bracing shown IS for lateral support of individual web members only Addifionaf temporary tracing to insure stability dunng construction is fhe responsibillity of the erector Additional permanent tracing of the overall stmcture is the responsibility ot the building designer For general guidance regarding fabncafion qualify control storage delivery erection and bracing consull ANSIAPH Qualify Criteria DSB 89 and BCSI Building Component Safely inlormatlon available from Tmss Plale Institute 281 N LeeSTreet Suite3l2 Alexandna VA22314 MiTek' POWER TO PERFORM- 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 1 Trass Type R338304S5 OAK_AVENUE B15 Common Trass 3 1 Job Reference (optionall 1 A C Houston Lumber Co , Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek industnes Inc Fn Nov 04 13 1 5 34 2011 Page 1 IDhuOVbJNHc6ptgllMvWoQ1oTySBcc-ILJthhsfuHmLNHjpk_XWbWaC2IFnavH8oe2CAyMXqN J 14-11-6 I 20-0-0 1 -I-13-3-9 Plate Offsets (X.Y) [1 0-0-0.0-1-11]. [1 0-2-14.Edae]. [5 0-0-0.0-1-11]. [5 0-2-14.Edael LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0 65 BC 0 35 WB 0 25 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 05 5-6 >999 240 Vert(TL) -0 16 5-5 >999 180 Hoiz(TL) 0 04 5 n/a n/a PLATES GRIP MT20 220/195 Weight 82 lb FT = 20% LUMBER TOP CHORD 2X4DFNo1&Bfr BOT CHORD 2X4DFNo1&Bfr WEBS 2 X 4 DF Stud/Std WEDGE Left 2 X 4 DF Stud/Std, Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=891/0-3-8 (mm 0-1-8), 5=891/Mechanical MaxHoiz1=-80(LC8) Max Uplift1=-87(LC 10), 5=-87(LC 10) Max Grav1=990(LC 2), 5=990(LC 2) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng huss erection, in accordance with Stabilizer Installation guide FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD BOT CHORD WEBS 1-8-1737/236, 8-9=-1665/238, 2-9=-1593/251, 24 0=-1529/233, 10-11-1445/243, 341 =-1436/256, 3-12=-1445/257, 12-13-1455/244, 4-13—1539/234, 4-14=-1659/253, 14-15=-1679/239, 5-15—1752/237 1-7^161/1490, 6-7=-52/1024, 5-6=-164/1507 3-6=-50/508, 4-5=436/150, 3-7=48/594, 2-7=424/148 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph TCDL=6 Opsf BCDL=6 Opsf h=25ft B=45ft, L=24ft, eave=4ft Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, Intenor(l) 3-1-12 to 10-0-0, Extenor(2) 10-0-0 to 13-0-0 zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 3) This fruss has been designed for basic load combinations, which include cases with reductions for multiple concurtent live loads 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) * This fruss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) This truss is designed m accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced StandanJ ANSI/TPI 1 8) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 9) "Semi-ngid pitchbreaks including heels" Member end fixity model was used m the analysis and design of this truss LOADCASE(S) Standard 4,2011 ^ VSARNim Verify dF&tgn param^ers aad I?EAD NOTES OW TH/S AND fHCUmBD mTBK REFERBNCE FACTE m 7473 reo 10 '08 B.BFORE U&E Design vaiid (or use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component Appficabllity of design paramenters and proper incorporation of component is responsibility of building designer - nol truss designer Bracing shown IS for lateral support of individual web memlners only Additional temporary tDracing to insure stability dunng constnjction is the responsibillity of the erector Additional permanent braang of tbe overall struclure JS the responsibility of the building designer For general guidance regarding falancation quality control storage delivery erection and bracing consutt ANSIAPH Quality Criteria DSB 89 and BCSI Building Component Safety Informafion ovailable from Truss Plate Wstitufe 281 N LeeSTreet Suite 312 Alexandna VA 2231-4 MiTek' POWER TO PERFORM." 7777 Greenback Lane Surte 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 R33830466 OAK_AVENUE B15GD HALF HIP TRUSS 1 2 Job Reference (optionah A C Houston Lumber Co Inc . Indio CA 92201 2-6-6 1 4-7 2 , .» /~»"y .-V ,1 ivi, I si,^ ,,,uu.ju,.—J I,,.. ,11 i.v. .J-r I.J I w, ... • • • oyw , IDhu0VbJNHc6ptglWwWbQ1oTySBcc-iw"JiuVBCSwEkSOP74DdE87nGCu_fN;qmsDpVyMXqK I--I-2-6-6 2 0 12 Scale = 1 35 4 5 50 its' _4_L2_ -+- Plate Offsets (X.Yl [3 0-84.0-2-12]. [7 Edqe.0-24]. [8 Edge.0-5-8]. [9 0-54.0441.110 0-8-12.0-5-0]. [11 0-4-0.0-4-12]. [12 04-0.04-12] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 19 10-11 >999 240 VertfTL) -0 60 10-11 >408 180 HorzfTL) 0 13 8 n/a n/a PLATES MT20 MT16 GRIP 220/195 152/158 Weight 292 lb FT = 20% BRACING TOP CHORD BOT CHORD LUMBER TOP CHORD 2 X 6 DF 2400F 2 OE BOT CHORD 2 X 6 DF 2400F 2 OE WEBS 2X6DF 1800F1 5E REACTIONS (Ib/size) 1=9451/0-3-8 (req 0-4-11), 8=9044/Mechanical MaxHorz1=88(LC6) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 143—17022/0, 2-13—16950/0, 2-14=-18240/0, 3-14=-18200/0, 3-15-23778/0, 15-16—23778/0, 4-16=-23778/0, 4-17—21965/0, 5-17—21966/0, 5-18—21966/0, 5- 18=-21965/0, 6-19-14058/0, 7-19=-14058/0, 7-8=-8138/0 BOT CHORD 1-20=0/14883, 20-21=0/14883, 12-21=0/14883, 12-22=0/16803, 22-23=0/16803, 11-23=0/16803, 11-24=0/23778, 10-24=0/23778, 10-25=0/14058, 9-25=0/14058, 9-26=0/440, 8-26=0/440 WEBS 2-12=0/2108, 3-12=0/3461, 3-11=0/7758, 4-11=0/1135, 4-10=-2181/110, 5-10=-527/84, 6- 10=0/9063, 6-9=4542/0, 7-9=0/15689 Sfructural wood sheathing directly applied or 4-0-1 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing NOTES 1) 2-ply truss to be connected together with 10d (0 131 "x3") nails as follows Top chords connected as follows 2X6-2 rows at 0-7-0 oc Bottom chords connected as follows 2X6-2 rows at 0-5-0 oc Webs connected as follows 2X6-2 rows at 0-9-0 oc 2) All loads are considered equally applied to all plies except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf, h=25ft, B=45ft, L=24ft, eave=4tt, Cat II, Exp C, endosed, MWFRS (all heights), cantilever left and right exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp DOL=1 60 5) Provide adequate drainage to prevent water ponding 6) All plates are MT20 plates unless otherwise indicated 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) * This truss has been designed for a live load of 20 Opsf on the bottom chord m all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9) WARNING Required beanng size atjomt(s) 1 greater than mput beanng size 10) Refer to girtier(s) for fruss to fruss connections 11) Provide metal plate or equivalent at beanng(s) 7 to support reaction shown 12) This fruss IS designed in accordance with the 2009 Intemational Residential Code sections R502 111 and R802 102 and referenced standard ANSI/TPI 1 13) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 14) "Semi-ngid pitchbreaks including heels" Member end fixity model was used m the analysis and design of this truss Continued on page 2 ^,2011 ^ WARNING Venfy design parameters and READ NOTES ON THIS AND INCUJDFJ) MTTEK RBFBRENCB PACrB mi 7473 res 10'08 BEFORE USB Design valid for use only with MiTek connectors This design is tiased only upon parameters shown and is for an individuol building component Applicability of design paramenters and proper incorporation ot component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web members onty Additional temporary fciracing to insure stability dunng constmcfion is the responsibillity of the erector Additional permanent tDracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSI/TPM Quality Criteria DSB-8? and BCSI Building Component Safety informalion available from Tmss PkDte Institute 281 N Lee Street Suite 312 Alexandna VA 22314 MiTer POWER TO PERFORM. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply IT1140017 R33830466 OMi AVENUE B15GD HALF HIP TRUSS 1 I- • £. Job Reference (optionall A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov 04 13 15 37 2011 Page 2 ID hu0VbJNHc6ptglVWyWoQ1oTySBcc-iw77JiuYBC8wEkSOP74DdE87nGCu_rNjqmsDpVyMXqK NOTES 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1550 lb down and 292 lb up at 9-2-3,1240 lb down and 123 lb up at 1-9-12,1300 lb down and 63 lb up at 2-8-12 1532 lb down at 4-8-12, 1532 lb down at 6-8-12,1532 lb down at 8-8-12,1532 lb down at 10-8-12, 1529 lb down at 12-8-12, 1552 lb down at 14-8-12, and 1532 lb down at 16-8-12, and 1532 lb down at 18-8-12 on bottom chord The design/selection of such connection devicefs) ;s fhe responsibility of others LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plafe lncrease=1 25 Uniform Loads (plf) Vert 1-3-80, 3-7-80, 1-8=-20 Concenfrated Loads (lb) Vert 12-1532(8) 11=-1550(F) 10=-1529(B) 9=-1532(B) 20-1240(8) 21-1300(6) 22=4532(8) 23=-1532(B) 24-1532(8) 25-1552(8) 26-1532(6) ^ WARNim Verify design parameters and READ NOTES ON THIS AND INCU/DED MTTEKSBFBRBNCB PAGB mi 7473 res 10'OS BEFORE USB Design valid for use only wifh MiTek connectors This design is based only upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary fciracing to insure stability dunng conslmction is the responsibillity of the erector Additional permanent tiracmg of the overall structure is the responsibility of fhe building designer For general guidance regarding fabncation quality central storage delivery erection and bracing consult ANSl/TPll QuaHly Criteria OSB-69 and BCSi Building Componenl Salety information available from Tmss Plate Insfifufe 281 N LeeSTreef Sujfe3I2 Alexandna VA 22314 MiTek- POWER TO PERFORM.- 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply IT1140017 R33830467 PAK_AVENUE B16GEG Common Trass 1 2 Job Reference (optionall A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 41 2011 Page 1 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-bhEW94x3FReMjMm9ez99n4lostePwgnJIOqRyGyMXqG _, 15-0-0 I 20-0-0 I 5-0-0 5-0-0 1- Plate Offsets (X.Y). [3.0-2-15.0-14]. [5 0-2-15.0-14] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 56 BC 0 51 WB 0 56 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 08 8-9 >999 240 VertfTL) -0 21 8-9 >999 180 Horz(TL) 0 06 7 n/a n/a PLATES GRIP MT20 220/195 Weight 245 lb FT = 20% LUMBER TOP CHORD 2X4DFNo1&Bfr BOT CHORD 2 X 6 DF 1800F 1 5E WEBS 2 X 4 DF Stud/Std OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 4-11-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing 1 Brace at Jt(s) 11 REACTIONS (Ib/size) 1=2035/0-3-8 (min 0-1-9), 7=2021/Mechanical Max Horz1-76(LC 6) Max Uplifti =-210(LC 8), 7-209(LC 8) Max Grav 1 =2911(LC 23), 7=2886(LC 29) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-12=-6382/449, 2-12—5326/464, 2-3—5044/413, 3-13=-3570/292, 4-13=-3535/310, 4-14=-3536/310, 5-14—3570/292, 5-5—5044/413, 6-15=-6346/466, 7-15=-6401/451 BOT CHORD 1-10=-368/5718, 10-16—369/5496, 16-17—369/5496, 9-17=-369/5496, 9-18=-372/5532, 18-19—372/5532, 8-19—372/5532, 7-8—371/5752 WEBS 9-11-176/2538, 4-11-184/2728, 6-9=-1002/99, 6-8=0/1316, 2-9-962/95, 2-10=0/1326, 3-11-1715/137, 5-11-1715/137 NOTES 1) 2-ply truss to be connected together with 10d (0 13 rx3") nails as follovys Top chords connected as follows 2X4-1 row at 0-9-0 oc Bottom chords connected as follows 2X6-2 rows at 0-7-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless othenwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber DOL=1 60 plate gnp DOL=1 60 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurtent live loads 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 7) * This fruss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members 8) Refer to girder(s) for fruss to truss connections 9) This truss IS designed in accordance with the 2009 Internafional Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 10) This b^ss has been designed for a moving concenfrated load of 300 Olb live and 25 01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 11) "Semi-ngid pitchbreaks mcluding heels" Member end fixity model was used in the analysis and design of this tnjss 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concenfrated load(s) 1389 lb down and 57 lb up at 6-0-0, 394 lb down and 43 lb up af 8-0-12, 394 lb down and 43 lb up at 10-0-0, and 394 lb down and 43 lb up at 11-114, and 1389 lb down and 57 lb up at 13-114 on bottom chord The design/selection of such connecfion device(s) is the responsibility of others Confinued on page 2 LOADCASEfS) Standard 'er 4,2011 ^ WARNING Venfy design param^ers an d READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB mi 747t res 10'08 BBFORB USB Design valid for use onty with MiTek connectois This design is fciased only upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary fciracing lo insure stability dunng constmction is fhe responsibillity of fhe erector Additional permanent bracing of fhe overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSI/TPIl QualHy Criteria DSB 89 and BCSI Building Componenl Safety Intormation available from Tmss Plate Institute 261 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane Suite 109 Dtrus Heights CA 95610 Job Trass Trass Type Qty Ply IT11-10017 Trass Type R33830467 OAK_AVENUE B16GEG Common Truss 1 Job Reference (optionall -A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MfTek Industnes Inc Fn Nov 04 13 15 41 2011 Page 2 IDhu0VbJNHc6ptglWwWoQ1oTySBcc-bhEW94x3FReMjK/lm9ez99n4lostePwgnJIOqRyGyMXqG LOADCASE{S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Unifonn Loads (plf) Vert 14—70, 4-7—70, 1-7—20 Concentrated Loads (lb) Vert 9—233(B) 15—787(B) 17—233(B) 18—233(8) 19—787(B) WARNINa Venfy design parameters and READ NOTES ON THIS AND [NCLIJDED MTTEK REFERBNCE PAGB mj 7473 res 10'OS BEFORE USB Design valid for use only with MiTek connectors This design is fciosed only upon parameters shown and is lor on individual building component Applicatwiify of design paramenfers and proper incorporation of component is responsibility of building designer - nol tmss designer bracing shown IS for lateral support ol individual web members only Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent fciracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation qualify controf storage delivery erection and fciracing consult ANSI/TPIl Qualify Criteria DSB 89 and BCSI Building Component Salety Inlormatlon available from Tmss Plate Institute 281 N LeeSTreet Sui1e312 Alexandna VA22314 Jl MITek" POWER rn PERFORM. 7777 Greenback Lane Suite 109 Citais Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 R33830468 OAK_AVENUE 817G Half Hip Trass 1 2 Job Reference (optionah " A C Houston Lumber Co , Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 42 2011 Page 1 IDhu0VbJNHc6ptglWwWoQ1oTySBcc-3touNQyh0lmDKWLMCggOKHr_gH17f57Sz2a_UiyMXqF 1 1 Plate Offsets (X.Y) 12 0-3-13.0-2-9). [6 0-3-0.0-3-12] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TP12007 CSI TC 0 49 BC 0 29 WB 0 69 (Mafrix) DEFL m (loc) l/defl Ud Vert(LL) -0 03 5-6 >999 240 VertfTL) -0 10 5-6 >999 180 Horz(TL) 0 02 4 n/a n/a PLATES GRIP MT20 220/195 Weight 1471b FT = 20% LUMBER TOP CHORD 2X4 DF No l&Bfr BOT CHORD 2X6DF1800F1 5E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD Sfructural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 8=2846/Mechanical, 4=2095/0-3-8 (mm 0-1-8) MaxHorz8=-191(LC4) Max Uplift8-300(LC 4), 4=-176(LC 8) Max Grav8=3164(LC 2), 4=2324(LC 2) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-8=-2871/301, 1-9—672/130, 2-9—672/130, 2-10-2716/288, 3-10—2822/273, 3- 11 =4530/385, 4-11 =4647/371 BOT CHORD 7-12=-59/585, 5-12-59/685, 6-13-305/4092, 5-13=-305/4092, 5-14=-305/4092, 4- 14=-305/4092 WEBS 1-7—299/2918, 2-7—2035/236, 3-6=-1968/209, 3-5=-59/1642, 2-6—303/3387 NOTES 1) 2-ply truss to be connected together with lOd (0 131"x3") nails as follows Top chords connected as follows 2X4-1 row at 0-9-0 oc Bottom chords connected as follows 2X6-2 rows at 0-7-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in Uie LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (8), unless otherwise indicated 3) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf h=25a, B=45ft L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber DOL=1 60 plate gnp D0L=1 60 4) This truss has been designed for basic load combinations, which include cases with reductions for mulfiple concurtent live loads 5) Provide adequate drainage to prevent water ponding 6) This fiuss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 7) * This fiuss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide Will fit between the t)ottom chord and any other members 8) Refer to girder(s) for fruss to truss connections 9) This fruss IS designed in accordance with the 2009 Internafional Residential Code sections R502 11 1 and R802 10 2 and referenced stendard ANSI/TPI 1 10) This truss has been designed for a moving concenfrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along ttie Top Chord, nonconcurtent with any other live loads 11) "Semi-ngid pitchbreaks including heels" Member end fixity model was used m the analysis and design of this truss 12) Hanger(s) or other connecfion device(s) shall be provided sufficient to support concentrated load{s) 970 lb dovm and 99 lb up at 1-3-12, 970 lb down and 99 lb up at 3-3-12, 970 lb dovm and 99 lb up at 5-3-12, and 1452 lb down and 93 lb up at 7-3-0, and 35 lb down at 9-3-12 on bottom chonJ The design/selection of such connecfion device(s) is the responsibility of others LOADCASE{S) Standard Confinued on page 2 ^ WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB MH 7473 res 10 'OS BBPORB USE Design valid for use only with MiTek connectors This design is iDosed only upon parameters shown and is for on individual building component Appficabllity of design paramenters and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for kiferal support of individual web members onty Additional temporary tiraclng lo insure stafciilily dunng constmction is the responsibillity of fhe erecfor Additional permanent bracing of Ihe overall stmcture is fhe responsibility of fhe building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSI/TPIl QuaQiy Critena DSB 89 and BCSI Building Componenl Salety Inlormatlon available from Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' POWER ro PCHFORM. 7777 Greenback l^ne Suite 109 Crtms Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830468 ,OAK_AVENUE B17G Half Hip Trass 1 9 -Job Reference (ophonall A C Houston Lumber Co Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 43 2011 Page 2 ID hu0VbJNHc6ptglWyirWoQ1oTySBcc-X4MHamzJn2u4yfvYmNBdtVO9QhNMOYFbCUY19yMXqE LOADCASE{S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-70, 24=-70, 4-8-20 Concentrated Loads (lb) Vert 7-871(B) 5-1314(B) 12-871(6) 13=-871(B) 14-18(6) ^ WARmNG Venfy design paramefe-^ and READ NOTES ON TH/S AND INCUIDBD MTTEK RBFERENCB PAGB MH 7471 res lO OS BEFORE OSS Design valid for use only with MiTek conneclors This design is biased only upon parameters shown and is tor an individual building component ApplicabiBty of design paramenters and proper incorporation of component is responsibiiily ol building designer not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing fo insure stability dunng constmction is the responsibillity of the erector Additional permanent bracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality controL storage delivery erection and bracing consult ANSIAPH Quafity Criteria DSB-89 and BCSI Building Component Salety information available from Tmss Plale Institute 281 N LeeSTreet Suite 312 Alexandra VA22314 MiTek* 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830469 .OAK_AVENUE B18 Common Trass 5 1 Job Reference (optionall A C Houston Lumber Co Inc Indio, CA 92201 I 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 44 2011 Page 1 ID huOVbJNHc6ptglWwWoQ1oTySBcc-''G«rfn62xYMOxapUkK5isPiwF94jy78VIRM35ZbyMXqD 5 50 flF Plate Offsets (X.Y) [1 0-2-12,0-1-2]. [4 0-0-0.0-1-3]. [4 0-2-14.Edqe] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/rPI2007 CSI TC 0 81 BC 0 27 WB Oil (Mafrix) DEFL in (loc) l/defl Ud Vert(LL) -0 03 4-5 >999 240 Vert(TL) -0 09 4-5 >999 180 Hoiz(TL) 0 01 4 n/a n/a PLATES MT20 GRIP 220/195 Weight 41 lb FT = 20% LUMBER TOP CHORD 2X4 DF No l&Bfr BOT CHORD 2X4 DF No l&Bfr WEBS 2 X 4 DF Stud/Std WEDGE Right 2 X 4 DF Stud/Std SLIDER Left 2 X 4 DF Stud/Std 3-0-1 BRACING TOP CHORD BOT CHORD Structural wood sheathing directiy applied or 3-6-8 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required CTOSS braang be installed dunng truss erection, in accordance with Stabilizer Installafion guide REACTIONS (Ib/size) 1=505/Mechanical, 4=505/0-3-8 (mm 0-1-8) Max Horz 1=49(LC 8) Max Uplifti =49(LC 10), 4=49(LC 10) Max Grav1=662(LC 21), 4=662(LC 23) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-804/146, 2-6-755/150, 3-6=-744/165, 3-7-756/157, 7-8=-761/141, 4-8—811/140 BOT CHORD 1 -5=-60/676, 4-5=-60/676 WEBS 3-5=0/275 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 90mph, TCDL=6 Opsf BCDL=e Opsf h=25ft B=45ft, L=24ft eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) O-O-O to 3-0-0, Intenor(l) 3-0-0 to 5-6-8, Extenor(2) 5-5-8 to 8-6-8 zone, canfilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp DOL=1 60 3) This fruss has been designed for basic load combinafions, which include cases with reductions for mulfiple concun'ent live loads 4) This fiuss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any otiier live loads 5) * This tiuss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to fruss connecfions 7) This tiuss IS designed in accordance with ttie 2009 International Residential Code sedions R502 11 1 and R802 10 2 and referenced stendard ANSI/TPI 1 8) This tiuss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located af all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 9) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this fruss LOADCASE(S) Standard 4,2011 ^ WARNING Venfy design parameters and READ NOTES ON THIS AND mCLtlDBD MTTEK RBFBRENCB PAGB Mil 7473 nm 10'OS BBFORB USB. Design valid for use onty with MiTek connectors This design is fciased only upon parameters shown and is for on individual buikding component Applicability of design paramenfers and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web members ont/ Additional temporary tiracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent fciracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation qualify controL storage delivery erection and bracing consult ANSI/TPIl Quality Criteria DSB-S9 and BCSI Building Component Safefy information available from Tmss Plafe Insfifufe 281 N LeeSTreef Suite 312 Alexandna VA 22314 MiTek* eOWER TO PCRFDRM. 7777 Greenbad; Lane Suite 109 Citms Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 R33830470 OAK AVENUE B19G Hip Trass 1 2 Job Reference (optionall " A C Houston Lumber Co , Inc , Indio, CA 92201 7 250 s Aug 25 2011 Mrrek Indusfries Inc Fn Nov 04 13 15 46 2011 Pagel IDhu0VbJNHc6ptglWwWoQ1oTySBcc-xf2PCn'?B4zGep7e7RWIKU70k6uFt2bym2ugYCdUyMXqB (M>-12 4X4 = -m- Plate Offsets (X.Y) [7 04-0.044) LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code 1RC2009/TPI2007 DEFL HorzfTL) in (loc) l/defl Ud -0 03 7 >999 240 -0 06 7 >999 180 0 02 5 n/a n/a PLATES GRIP MT20 220/195 Weight 1141b FT = 20% LUMBER TOP CHORD 2X4DFNo1&Bfr BOT CHORD 2X6DF1800F1 5E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD Structural wood sheathing directiy applied or 6-0-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 1=1171/0-3-8 (mm 0-1-8), 5=1171/0-3-8 (mm 04-8) Max Horz1=47(LC5) Max Grav1=1867(LC 21), 5=1867(LC 25) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-9—3450/0, 2-9—3421/0, 2-10—3380/0, 3-10—3351/0, 3-11—3351/0, 4-11=-3380/0, 4-12=-3421/0, 5-12=-3450/0 BOT CHORD 1-8=0/3012, 7-8=0/3012 6-7=0/3012, 5-6=0/3012 WEBS 3-7=0/2512 NOTES 1) 2-ply tiuss to be connected together with lOd (0 131"x3") nails as follows Top chords connected as follows 2X4-1 row at 0-9-0 oc Bottom chords connected as follows 2X6-2 rows at 0-4-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B) unless ottienivise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05 90mph, TCDL=6 Opsf; BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed Lumber D0L=1 50 plate gnp D0L=1 60 5) This fruss has been designed for basic load combinafions, which include cases with reductions for multiple concurrent live loads 6) This tiuss has been designed for a 10 0 psf bottom chord live load nonconcun-ent wiUi any other live loads 7) * This tiTJss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members 8) This tiuss IS designed m accordance wnth the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 9) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 10) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2402 lb down at 5-94 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-70, 3-5-70, 1-5-20 Confinued on page 2 4,2011 ^ WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB mi 747'i res JO OS BEFORE tJSE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component Applicability ot design paramenters and proper incorporation of component is responsibifity of building designer - not tmss designer Bracing shown IS for laterol support of individual web memfciers only Additional temporary bracing fo insure stability dunng constmction is tbe responsibillily of fhe erector Additional pemianeni bracing of the overall structure is the responsibility of fhe building designer For general guidance regarding fabncation qualify control storage delivery erection and bracing consult ANSl/TPll Quality Criteria DSB-&9 and BCSI Building Componenl Salety tnformafion available from Tmss Plale Insfifule 281 N LeeSTreef Suite 312 Alexandna VA 22314 Ji MiTek' POWER TO PERFORM. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply IT1140017 R33830470 OAK_AVENUE B19G Hip Trass 1 -Job Reference (optional! A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 46 2011 Page 2 IDhu0VbJNHc6ptglV\A«WoQ1oTySBcc-xf2PCn''B4zGep7e7RWIKU70k6uf?2bym2ugYCdUyMXqB LOADCASE(S) Standard Concenfrated Loads (lb) Vert 7=-1319(F) ^ WARNING Verify design parameters and READ NOTES ON THIS AND mCLUDFJ) MTTBK REFERENCE PAGB mi 7473 nm 10'OS BBFORB USS Design valid for use only with MiTek conneclors This design is txised only upon parameters shown and is tor an individual building component Applicability of design paramenters and proper inconDorotion of component is responsibility of building designer - not tmss designer Bracing shown IS for taterol support of individual web members onty Additional temporary fciracing to insure stabilify dunng constmction is the responsibillity of the erector Additional pennaneni tjracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSI/TPIl Quality Criteria DSB-89 and BCSI Building Component Salety information available from Tmss Plate Inslltute 281 N LeeSTreet Sui1e3I2 Alexandna VA22314 MiTek' 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Trass Trass Type Qty Ply IT11-10017 Trass Type R33830471 OAK_AVENUE B20 Common Trass 3 1 - -Job Reference (optionall A C Houston Lumber Co Inc Indio CA 92201 I 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 47 2011 Page 1 ID hu0VbJNHc6ptglWv/WoQ1oTySBcc-QrcnQ70priHOVRHDJ7DGZ1LYqllmkKVZB7KHIAvi/yMXqA J 9i3 1 4-7 1 5 50 sr Plate Offsets (X.Y) [1 0-0-0.0-1-3]. [1 0-1-14.O4-2]. [3 Edae.0-1-3], [3 0-1-15,0-4-2] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0 56 8C 0 20 WB 0 09 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 02 34 >999 240 Vert(TL) -0 04 34 >999 180 HorzfTL) 0 01 3 n/a n/a PLATES MT20 GRIP 220/195 Weight 31 lb FT = 20% LUMBER BRACING TOP CHORD 2X4 DF No l&Bfr TOP CHORD BOT CHORD 2X4 DF No l&Bfr BOT CHORD WEBS 2 X 4 DF Stud/Std WEDGE Left 2X4 DF Stud/Std, Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=404/0-3-8 (mm 0-1-8), 3=404/Mechanical Max Horz 1=-39(LC 8) Max Uplifti =-39(LC 10), 3-39(LC 10) Max Grav1=594(LC 21), 3=594(LC 23) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-5—713/140, 5-6-683/143, 6-7=-580/144, 2-7=-665/157, 2-8=-664/156, 8-9—677/144, 9-10—681/142, 3-10=-711/139 BOT CHORD 14=-68/603, 34=-68/603 Sfructural wood sheathing directiy applied or 6-0-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required CTOSS bracing be installed dunng fiuss erection, in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05 90mph, TCDL=6 Opsf, BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, Intenor(l) 3-1-12 to 4-7-2, Exterior(2) 4-7-2 to 7-7-2 zone, cantilever left and nght exposed end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 50 plate gnp D0L=1 60 3) This fruss has been designed for basic load combinations, which mclude cases with reductions for multiple concun'ent live loads 4) This tiuss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for fruss to truss connections 7) This fruss IS designed m accordance with the 2009 Intemational Residenhal Code sections R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 8) This tiuss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 9) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss LOADCASE(S) Standard ember 4,2011 WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERBNCE PAGB mi 7473 res JO '08 BEFORE USE Design valid for use only with MiTek connectors This design is txised only upon parameters shown and is for an individual building component Applicability of design paramenteis and proper incorporation of componenl is responsibility of buikding designer not tmss designer Bracing shown IS for lateral support of rndividual web members only Additional temporary bracing fo insure stability dunng constmcfion is fhe responsibillify of fhe erecfor Additional permanent bracing of the overall stmcture is the responsibility of the building designer For general guidance regarding fabncation qualify confrol storage delivery erecfion and bracing consult ANSI/TPIl Qualify Crfferia OSB-8? and BCSi Building Component Salety Inlomiallon available from Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek* POWER TU PERFORM.' 7777 Greenback l_ane Suite 109 Citnjs Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 R33830472 OAK_AVENUE B21G Hip Trass 1 1 .lob Reference (optional) A C Houston Lumber Co , Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 48 2011 Page 1 ID huOVbJNHcBptglWwWoQIoTySBcc-ul/V^dTISbbXM2RoWZxnoaY5_Di4k3r7LM_1 JiMyMXq9 _644 I 9i3 I 1 2-4 3-11 15 ^3,6 II Plate Offsets (X.Y^ [1 0-0-1.0-0-15]. [4 0-0-1.0-0-15]. [5 0-3-0.04-0] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber InCTease 1 25 Rep Stress Incr NO Code 1RC2009/TPI2007 CSI TC 0 61 8C 0 28 WB 0 46 (Mafrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl Ud 0 04 6 >999 240 0 07 6 >999 180 0 02 4 n/a n/a PLATES GRIP MT20 220/195 Weight 40 lb FT = 20% LUMBER TOP CHORD 2X4 DFNo l&Bfr BOT CHORD 2X6DF1800F1 5E WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=812/0-3-8 (mm 0-1-11), 4=804/Mechanical MaxHorz1=34(LC7) Max Uplifti =-111(LC 8), 4=-109(LC 8) Max Grav1=15S8(LC 20), 4=1540(LC 23) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-7=-2769/202, 2-7=^2732/213, 2-8-2478/214, 3-8=-2478/214, 3-9=-2767/214, 4-9-2803/203 BOT CHORD 1-6-146/2424, 5-6-147/2438, 4-5-148/2465 WEBS 2-6=40/956, 2-5=-96/273, 3-5—64/1122 BRACING TOP CHORD BOT CHORD Sfructural wood sheathing directiy applied or 3-3-5 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends tiiat Stabilizers and required CTOSS bracing be installed dunng fruss erection, m accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) VWnd ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=5 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 3) This truss has been designed for basic load combmations which include cases with reductions for multiple concurrent live loads 4) Provide adequate drainage to prevent water ponding 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 6) * This tiuss has been designed for a live load of 20 Opsf on tiie 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 7) Refer to girder(s) for tiuss to truss connections 8) This tiuss IS designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 9) This truss has been designed for a moving concenfrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 10) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concenfrated load(s) 955 lb down and 71 lb up at 4-0-0, and 955 lb down and 71 lb up at 5-1-7 on bottom chord The design/selecfion of such connection device(s) is the responsibility of others 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lnCTease=1 25, Plate lncrease=1 25 Continued on page 2 4,2011 ^ WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RBFERENCB PAGE Mn 7473 res JO OS BEFORE USB Design valid lor use only with MiTek connectors This design is based only upon parameters shown and is for on individual building component Applicability of design paramenters and projDer incorporation of component is responsibility of building designer - not tmss designer Bracing shown IS for kiteral support of individual web members only Additional temporary fciracing to insure stability dunng constmcfion is the responsibillity of the erector Additional penmanenf braang ofthe overafl structure is fhe responsitnlify of fhe building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consull ANSl/TPll Quafily Criteria DSB 89 and BCSI Buiiding Componenl Salety informahon available from Tmss Plate Institute 281 N LeeSTreet Suite312 Atexandna VA 223I4 MiTek* powEfrn 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers December 6, 2011 Ray & Darlene Gauthier 3576 Highland Drive Carlsbad, CA 92008 Project Oak Avenue Residence / 11117 1215 OakAvenue Carlsbad, CA 92008 Dear Ray & Darlene Gauthier, In accordance with your request, we have compared the roof framing plan, prepared by our office, and the roof truss manufacturer's roof truss layout, prepared by A C. Houston Lumber Company, for the above referenced project Specifically, we were asked to venfy that the roof truss manufacturer's truss layout is in general conformance to the truss layout shown on our approved structural drawings Based on our review of the documents, we have determined that the roof truss manufacturer's truss layout generaUy conforms to the roof framing plan on the approved structural drawmgs prepared by our office We realize that there may be some items of mterest to you that have not been discussed m this letter Therefore, we encourage you to call with any additional questions you may have RespectfiiUy submitted. 0 David Thomas, P E Project Engmeer 06 u-^«o 9975 Businesspark Avenue, Suite A San Diego, Califomia 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS Project: Oak Avenue Residence 1215 OakAvenue Carlsbad, Califomia 92008 Prepared for: Samuel B. Wright Wright Design 2911 State Street, Suite "N" Carlsbad, Califomia 92008 Project No.: 11117 Date: October 24, 2011 9975 Businesspark Avenue. Suite A San Diego, California 92131 Tel. (858) el. (858) 693!b757 '^x. (858) 693.0758 MIKE SURPRENANT & ASSOCIATES Consulting Stmctural Engineers JOB. OA<^ AWE, SHEET NO . OF. CALCULATED BY_ CHECKED BY SCALE DATE. DATE. TABLE OF CONTENTS PAGE 1 PROJECT SCOPE 2 DESIGN CRITERIA SUMMARY 3 DESIGN LOADS 4 VERTICAL ANALYSIS A HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC ) B VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC ) 5 LATERAL ANALYSIS A SEISMIC / WIND COEFFICIENTS B W,, (DEAD LOADS) C LATERAL LOAD DISTRIBUTION D LATERAL LOAD-RESISTING DESIGN' I SHEARWALL DESIGN II. CANTILEVERED STEEL COLUMN ELEMENTS III STEEL MOMENT FRAMES ± FOUNDATION DESIGN A CONTINUOUS FOOTINGS B SPREAD FOOTINGS C RETAINING WALLS D SPECIAL SYSTEMS I GRADE BEAMS II DEEPENED PIERS SCHEDULES A SHEARWALL SCHEDULE B HOLD DOWN SCHEDULE C SPREAD FOOTING SCHEDULE 5& '2»l Mike Surprenant J"'' ^^^^ & Associates sheet NO ^^of. Consulting Structural Engineers Calculated by '^'^ Date Checked by Date. Scale PROJECT SCOPE • Provide vertical & lateral load calculations for a proposed approxunate 2,785 sq. ft. two-story single-fiamily residence with a 552 sq. ft attached garage and 593 sq. ft second dwelling umt at 1215 Oak Avenue, Carlsbad, California 92008. Residence to be constructed utilizmg prunaoly wood-frame construction. Roof framing to consist of a combinatioa of conventional stick-ficame and pre-fabncated wood trusses to be designed by other, and the foundation system to consist of combination of taised-wood floor and concrete slab-on-gtade with deepened perimeter footings. A soils report was provided for this project Therefore, the foundation design will be based on the allowable soils beanng capacity and other recommended soil values as specified in the soils report prepared for this pro)ect. Mike Surprenant & Associates makes no representations concernmg the suitabihty of the soils and/or allowable soil values recommended by the soils engmeer. These calculations have been prepared for the exclusive use of Ray and Darlene Gauthier and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, Mike Surprenant & Associates should be notified to review the modificattons with respect to the recommendations/conclusions provided herein, to determme if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findmgs obtained, and our recommendations prepared m accordance with generally accepted engmeetmg principles and practices. MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF. DATE. DATE. GOVERNING CODE: CONCRETE: MASONRY: MORTAR: GROUT: REINFORCING STEEL: STRUCTURAL STEEL: WELDING: SAWN LUMBER: I-JOISTS: MICROLLAMS/ PARALLAMS/ TIMBERSTRAND GLULAMS: SOIL: DESIGN CRITERIA SUMMARY 2010 C.B.C. f c = 2500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N O ) ASTM C90, f „, = 1500 PSI, NO SPECIAL INSPECTION REQ'D, (UNO) ASTM C270, f c = 1800 PSI, TYPE S ASTMC476, fc = 2000 PSI ASTM A615, Fy = 40 KSI FOR #3 AND SMALLER ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (UNO) ASTM A992, Fy = 50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPES) E70-T6-TYP FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2005 NDS TrusJoist MacMillan - ICC ESR-1153 - (TJI & TJI/PRO MEMBERS) TnisJoist MacMillan - ICC ESR-1387 - (LVL/PSL/LSL MEMBERS) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) • EXISTING NATURAL SOIL VALUES PER CBC TABLE 1804 2 SOIL CLASSIFICATION - SOILS REPORT BY £^A>X <^'-<>frV ^Ofo O0H^'^L.T: DATED Mli>/i\ ALLOWABLE BEARING PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAINED) PASSIVE SOIL PRESSURE COEFFICIENT OF FRICTION = -2-, -OOQ PSF = - PCF - PCF PCF PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . ill OF. CALCULATED BY_ CHECKED BY_ DATE. DATE. SCALED DESIGN LO\ DS ROOF DEAD LOAD ROOFING MATERL^ SHEATHING RAFTERS/C J (or) TRUSSES INSULATION DRYWALL OTHER (ELEC , MECH, MISC) TOTAL DEAD LOAD LIVE LOAD TOTAL LOAD FLOOR DEAD LOAD FLOORING FINISH LT WEIGHT CONCRETE ( m ) SHEATHING JOISTS DRYWALL MATERIAL: SLOPE: CASEl CASEn 15 40 15 25 05 t-O 0 30.0 PSF PSF 1.5 40 1 5 25 05 PSF _PSF PSF 0 0 PSF PSF FLOOR MATERIAL: .0 PSF PECK OTHER (ELEC , MECH, MISC) TOTAL DEAD LOAD LIVE LOAD TOTAL LOAD EXTERIOR WALL STUDS DRYWALL INSULATION EXTERIOR FINISH OTHER TOTAL LOAD INTERIOR WALL STUDS DRYWALL OTHER .. . . TOTAL LOAD: FINISH: 4-r«S> PSF i'^^'OpSF 20 20 35 35 25 25 30 30 1^ 0 PSF 0 PSF 4« 0 PSF 4« 0 PSF .0 PSF PSF — 10 PSF 10 PSF 25 25 15 15 .0 10 10 (Of .0 PSF .0 PSF 10 50 10 PSF -f,d> PSF PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Cotisulting Structural Engineers JOB. SHEET NO . OF. CALCULATED BY_ CHECKED BY SCALE 'T>-r DATE. DATE. HORIZONTAL MEMBER DESIGN LEVEL: MEMBERS; l^'B^Al^S LABEL: 12^-1 SPAN= il FT. • UNIFORM LOAD • POINT U)AD (CENTERED) jMv CUSTOM LOADING (SEE DIAGRAM) W2 = n ^ R. = 'Z-.4 00 lbs VMAX = " lbs USE: '?Vp>5e GRADE: ALT: GRADE: C: C: MMAX= -^^•^'^^ ft-lbs IREQ'D =. -7 RR = iz££j^_lbs LABEL: SPAN= FT. • UNffORM LOAD • POINT LOAD (CENTERED) • CUSTOM LOADING (SEE DIAGRAM) W,= W2 = Pi = P2 = USE: ALT: 7^ RL = VMAX = MMAX= _GRADE:. GRADE: C: C: -7^ lbs R„ = lbs lbs E = ksi ft-lbs IREQ'D = LABEL: SPAN= FT. • UNIFORM LOAD • POINT LOAD (CENTERED) • CUSTOM LOADING (SEE DIAGRAM) Wi = W2 = Pi = P2 = USE: ALT: / RL = VMAX = MMAX = _GRADE:. GRADE: C:. C: lbs R» = lbs lbs E = ksi ft-lbs IREQ'D = in^ PRODUCT 207 Mike Surprenant & Associates Consulting Stmctural Engineers 9975 Businesspaik Ave Suite "A" San Diego, CA 92131 (858)693-0757 F (858)693-0758 Title Oak Avenue Residence Dsgnr David Thomas PrqectDesc Sheet Cg of 3 ^ Project Notes Job# 11117 Printed 24 OCT 2011 717AM Wood Beam Lie. # ; KW-06003057 Descnption RB-1 IWaterial Properties • ENERCALC, INC 19»-20ir, Build 6'11930, Ver 61,1613, Licensee : MIKE SUPRENANT * ASSOCIATES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-OS Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 WoodSpeaes Wood Grade iLevel Truss Joist Parallam PSL 2 OE Fb - Tension Fb-Compr Fc-Pill Fc-Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0 675)Lr{0 841) ^ D(0168Rr(0 21) 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi £ Modulus of Elasticity Ebend-xx 2000 ksi Eminbend - xx 1016 535 ksi Density 32 21 pcf 5 25x7 0 Applied Loads Span = 110ft Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0 0160, Lr = 0 020 ksf, Extent = Point Load 0 = 06750, Lr = 0 8410k@60ft DESIGN SUMMARY _' 1 ; . Maximum Bending Stress Ratio = Section used fbr 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 0 -» 6 0 ft, Tnbutarv Width = 10 50 ft 0 709t 1 Maximum Shear Stress Ratio 5.25x7.0 Secbon used for this span 2.057 21 psi fv Actual 2,900 00psi Fv Allowable -tI)-M.r-tfi LoaJ Combination 5 995ft LocatHm of maximum on span Span # 1 Span # where maximum occurs 0 267 in Ratio = OOOO in Ratio = 0 490 in Rat'o = OOOO in Ratio = 494 0<360 269 0<240 iDesign OK 0 306 1 5.25x7.0 88 63 psi 290 00 psi -HD+ir+H 0000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratos Cd C F/V Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd C F/V Cr Cm Ct C|_ M fb Fb V fv Fv +0 000 000 000 000 Length = 110ft 1 0322 0139 1000 1000 1000 1000 1000 1000 334 93442 290000 099 40 33 290 00 tO+Lr+H 1000 1000 1000 1000 1000 000 000 000 000 Length = 11 Oft 1 0 709 0 306 1000 1000 1000 1000 1000 1000 735 2,057 21 2900 00 217 88 63 29000 +O-K)750Lr-K)750Lt« 1000 1000 1000 1000 1000 000 000 000 000 Length = 11 Oft 1 0613 0 264 1000 1000 1000 1000 1000 1000 635 1,776 51 2900 00 188 7655 290 00 •KJ-tfl 750Lr-K) 750L-tO 750W-tH 1000 1000 1000 1000 1000 000 000 000 000 Length = 110ft 1 0613 0264 1000 1000 1000 1000 1000 1000 635 1,776 51 2900 00 188 76 55 290 00 tO+0 750Lr^ 750L-tO 5250E-tH 1000 1000 1000 1000 1000 000 000 000 000 Leng(h = 110ft 1 0613 0284 1000 1000 1000 1000 1000 1000 635 1,77651 290000 166 7655 29000 Mike Surprenant & Assoaates Consulting Structural Engineers 9975 Businesspaik Ave Suite "A" SanDiegcCA 92131 (858)693-0757 F (858)693^758 Title Oak Avenue Residence Dsgnr David ThojQ]as ^ PnDjectDesc Sheet of ^ ^ Prqect Notes Job# 11117 Pnnted 24 OCT 2011, 717AM Wood Beam Lie. # : KW-06003057 . 1 i; ENERCALC, INC 1983-2011, BuiW-e 11930. Ver611613 Licensee : IVIIKE SUPRENANT & ASSOCIATES Descnption RB-1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max " Defl Location in Span Load Combination Max "+"Defl Location in Span D-tir Vertical Reactions - Unfactored 04898 5 445 Support notation Far left is #1 OOOOO Values in KIPS OOOO Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly D+Lr 2 384 1085 1299 2384 1491 0 688 0 802 1491 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers .IOR SHFFT Kin OF CAI mil ATFD RY DATF flHFCKFn RY nATF sr.Ai F LEVEL: pCOoT^ MEMBERS? MT^TZ-/ 3gA»* ^ LABEL: F H - ^ SPAf^ FT. • UNIFORM LOAD • POINT LOAD (CENTERED) ^ CUSTOM LOADING (SEE DIAGRAM) wi=(sop.if-)(;wTJ)='5^t<' ?cF P2 = USE: ^V'^l^"6rt,£, GRADE: ^^P'V4 C: STD ALT: GRADE: C: y / y >4 / ^.='^A^ lbs VMAX = lbs MMAX = /^44-o ft-lbs RR = ^^5f_Ibs E = /^gbogg ksi IREQ'D = in" LABEL: _H&li_ SPAN= '^-^ FT. • UNIFORM LOAD • POINT LOAD (CENTERED) ^ CUSTOM LOADING (SEE DIAGRAM) Pi =\-^c, i.>P-;(;c/^^(^/^)^«,^^yv5.)^ 0'4« #= P2 = USE: ^'%^X('?'/-8-\t.AGRADE; 3.4'F-/4 C: > ALT: GRADE: C: i V \ (J>' ^ / RL='l£fLlL_lbs VMAX = «3/<5^> lbs MMAX = ^^/"^^ ft-lbs R„=l3,/^f lbs E = A ^ ksi IREQ'D =. in LABEL: SPAN=_ FT. • UNIFORM LOAD • POINT LOAD (CENTERED) • CUSTOM LOADING (SEE DIAGRAM) Wi = W2 = Pi = P2 = USE: ALT: • RL = . VMAX =. MMAX= _lbs .lbs ft-lbs RR = E = IREQ'D =. _Ibs ksi in GRADE: GRADE: C: Mike Surprenant & Associates (^suiting Stnictural Engineers 9975 Businesspark Ave Surte "A" San Diego, CA 92131 (858)693-0757 F (858)6930758 Title Oak Avenue Residence Dsgnr David Thomas Project Desc Sheet ^ of Job# 11117 Prqect Notes Pnnted 24 OCT 2011 7 24AM Wood Beam Lie. # : KW-06003057 Descnption FH-1 Material Properties ENERCALC, INC 1983-2)11, Build-6119 30, Ver611613 Licensee : IVIIKE SUPRENANT & ASSOCIATES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 WoodSpeaes Wood Grade DF/DF 24F - V4 Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0 168) Lr(0 21) Fb-Tension Fb-Compr Fc-Pril Fc-Perp Fv Ft 2400 psi £ Modulus of Elasticity 1850 psi Ebend-xx 1650 psi Eminbend - xx 650 psi Ebend- yy 265 psi Eminbend - yy 1100 psi Density D(0 616) Lr(0 77) 1800ksi 930ksi 1600 ksi 830ksi 32 21 pcf • mmmM 'Mm A 5.125x12 Sparj = 17 0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Unifomi Load D = 0 0160, Lr = 0 020 ksf. Extent = Point Load D = 0 6160, Lr = 0 770 k @ 13 0 ft DESIGN SUMMARY _ Maximum Bending Stress Ratio = Section used for this span fb Actual = FB Allowable = Load Combin^on 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 Upwanj Total Deflection 0 0 -»13 0 ft, Tributary Width = 10 50 ff 0.62S 1 Maximum Shear Stress Ratio 5.125x12 Section used fbr this span 1,506 34pa fv Actual 2,400 00psi Fv Allowable -tO+Lr-HH Load Combination 8840ft Location of maximum on span Span # 1 Span # where maximum ocairs 0 329 in Ratio = 0 000 in Ratio = 0 611 in Ratio = 0 000 in Ratio = 620 0<360 333 0<240 I Design OK 0 286 1 5125x12 75 90 psi 265 00 psi -tO-H.r-HH 0000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# MaxSbes s Ratios Cd C F/V Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd C F/V Cr Cm Ct CL M fb Fb V fv Fv +0 000 000 000 000 Length = 170ft 1 0 290 0133 1000 1000 1000 1000 1000 1000 714 69637 2400 00 144 3514 265 00 +0+Lr+H 1000 1000 1000 1000 1000 000 000 000 0 00 Length = 17 Oft 1 0628 0 286 1000 1000 1000 1000 100O 1000 1544 1,50634 2400 00 311 75 90 26500 •^O•»0 750Lr^O750L•^ 1000 1000 1000 1000 1000 000 000 000 000 Length = 17 Oft 1 0543 0248 1000 1000 1000 1000 1000 1000 1336 1,303 85 2400 00 269 65 71 26500 +0-tO 750Lr-K) 750L+0 750W+H 1000 1000 1000 1000 1000 000 000 000 000 Length = 17 Oft 1 0 543 0248 1000 1000 1000 1000 1000 1000 1336 1,30385 2400 00 269 6571 265 00 +D-K) 750Lr-K) 750L-*0 5250E+H 1000 1000 1000 1000 1000 000 000 000 000 Length = 17 Oft 1 0 543 0 248 1000 1000 1000 1000 1000 1000 13 36 1,30385 2400 00 2 69 6571 265 00 Mike Surprenant & Associates Consulting Stiuctura) Engineers 9975 Businesspark Ave Surte 'A' SanDiegcCA 92131 (858)6930757 F Trtle Oak Avenue Residence Dsgnr David Thomas ^ Pn^Desc Sheet \0 of 7^ Pipiect Notes Job# 11117 Printed 24 OCT 2011 7 24AM Wood Beam \ . BIERCALCINC 1983^2011,Build611930.Ver611613 \ iLie. # : KW-06003057 Licensee : IVIIKE SUPRENANT & ASSOCIATES Descnption FH-1 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" Defl Location in Span Load Combination Max °+"Defl Location in Span D+Lr 1 06113 8585 OOOOO OOOO Vertical Reactions • Unfactored -Support notaton Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3478 DOnly 1611 LrOnly 1867 D+Lr 3 478 3056 1423 1633 3 056 Mike Surprenant & Assoaates Consulting Structural Engines 9975 Businesspark Ave Surte "A" San Diego, CA 92131 (858)693-0757 F Trtle Oak Avenue Residence Dsgnr David Thomas Project Desc Sheet \\ of ^ ^ Job# 11117 Project Notes Pnnted 24 OCT 2011 729AM Wood Beam ' ENERCALC INC 1983-2011, BuMS 11930,.Vef'6'l'l 613 | 1 Lie. # : KW-06003057 Licensee : IVIIKE SUPRENANT 8. ASSOCIATES Descnption FB-l Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Speaes DF/DF Wood Grade 24F - V4 Beam Braang Beam is Fully Braced against lateral-torsion buckling D(0 288) Lr(0 36) Fb - Tension Fb-Compr Fc-Prll Fc-Peip Fv Ft 2,400 0 psi 1,850 0 psi 1,650 0 psi 650 0 psi 265 0 psi 1,100 0 psi Modulus of Elasticity Ebend-xx 1,800 Oksi Eminbend Ebend-yy Eminbend Densrty XX yy 930 Oksi 1,600 Oksi 830 Oksi 32 210pcf D(0 048) Lr(0 06) D(0 55)Lr/t)31)L(0 42) * i i i ) \ 5125x19 5 Span = 18.50 ft Applied Loads Service loads entered Load Factors will be applied for calculations 1 Beam self weight calculated and added to loads Unifomi Load D = 0 550, Lr = 0 310, L = 0 420, Tnbutary Width = Unifonn Load D = 0 0160, Lr = 0 020 ksf. Extent = 6 0 -»18 50 ft, Point Load D = 0 2880, Lr = 0360k@60ft DESIGN SUMMARY_ Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Locabon of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 10ft Tnbutary Width = 3 Oft 0.841: 5125x19.5 1,948 08psi 2,315 42psi -^O+0 750Lr+O750L-fH 9158fl Span # 1 0 374 in 0 000 m 0 667 in 0 000 in Maximum Stiear Stress Ratio Secbon used fbr this span fv Actual Fv' Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 593 Ratio = 0 <360 Ratio = 332 Ratio = 0 <240 IDesign OK 0.533 1 5125x19 5 141 12 psi 265 00 psi +O-K)750Lr-K)750L+H 16 928 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Cd C F/V Cr Cm Cf Moment Values Shear Values Load Combination Segment Length Span# M V Cd C F/V Cr Cm Cf CL M ft) Fb V fv Fv +0 000 000 000 0 00 Length = 18 50 ft 1 0 430 0 272 1000 0 965 1000 1000 1000 1000 26 97 99656 2315 42 481 7219 265 00 +0+L+H 0 965 1000 1000 1000 1000 000 000 0 00 000 Length = 18 50 ft 1 0717 0455 1000 0 965 1000 1000 1000 1000 4494 1,66035 2315 42 803 12059 26500 +0+Lr+H 0985 1000 1000 1000 1000 000 000 000 000 Length = 18 50 ft 1 0 692 0437 1000 0985 1000 1000 1000 1000 4335 1,601 47 2315 42 771 115 70 265 00 +O-tO750Lr+O750L+H 0965 1000 1000 1000 1000 000 000 000 000 Length = 18 50 ft 1 0 841 0 533 1000 0 965 1000 1000 1000 1000 52 73 1,94808 2315 42 940 14112 265 00 +O+0 750L+0 750S+H 0 965 1000 1000 1000 1000 000 000 000 000 Length = 18 50 ft 1 0 645 0 409 1000 0965 1000 1000 1000 1000 40 45 1,49440 2315 42 7 23 10849 26500 +O+0 750Lr+0 750L+O 750W+H 0 965 1000 1000 1000 1000 000 000 000 000 Length = 18 50 ft 1 0 841 0533 1000 0 965 1000 1000 1000 1000 52 73 1,94808 2315 42 940 14112 26500 +0+0 750L+0 750S+0 750W++1 0 965 1000 1000 1000 1000 000 000 000 000 Mike Surprenant & Assoaates Consulting Stmctursd Engineers 9975 Businesspark Ave ^rte 'A' San Diego, CA 92131 (858)693-0757 F (858)69aW58 Title Oak Avenue Residence Dsgnr David Thomas _ Project Desc Sheet \t<- of Project Notes Job# 11117 Pnnted 24 OCT 2011 7 29AM Wood Beam ENERCAiaiNC'1983-2011,Buil(l611930,Verei1613 ' j 1 Lie. # : KW-06003057 Licensee : IVIIKE SUPRENANT & ASSOCIATES Descnption FB-l ( Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V i Cd C F/V C r Cm Ct CL M ft) Fb V fv Fv Length = 18 50 ft 1 0 645 0 409 ! 1000 0965 1000 1000 1000 1000 4045 1,49440 231542 7 23 10849 26500 +O+0 750Lr+0 750L+0 5250E+H i 0 965 1000 1 000 1000 1000 0 00 0 00 0 00 0 00 Length = 18 50ft 1 0 841 0 533 \ 1000 0 965 1000 1000 1000 1000 5273 1,94808 231542 9 40 141 12 26500 +O+0 750L+0 750S+0 5250E+H 1 0 965 1000 1 000 1000 1000 0 00 0 00 0 00 0 00 Length = 18 50 ft 1 0 645 0 409 , 1 000 0965 1 000 1 000 1000 1000 40 45 1,494 40 231542 7 23 10849 265 00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max "-" Defl Location in Span Load Combination Max "+" Defl Location in Span D+L+ir 1 ' 06673 9 250 OOOOO OOOO Vertical Reactions - Unfactored i i Support notaton Far left IS #1 Values in KIPS Load Combinabon Support 1 . Support 2 Overall MAXimum 12 941 1 13151 DOnly 5 692 I 5 785 LOnly 3 885 i 3885 LrOnly 3 364 j 3 481 L+Lr 7 249 j 7 366 D+Lr 9056 1 9 266 D+L 9 577 : 9670 D+L+Lr 12 941 1 13151 ICTraiForte MEMBER REPORT 2nd Floor, FJ-1 1 piece(s) 1^" TJI® 360 @ 12" OC Overall Length 21' 1" 20' 6" 13* /. PASSED 13 All Dimensions Are Horizontal, Drawing is Conceptual Deiigh Results ' < , At&aieuicUton'' 1, '.iMtowed ' U>F> , System Floor Member Reaction (lbs) 574 @ 2 1/2" i 1202 Passed (48%) 100 10D + 10L(AIISpans) Member Type Joist Shear (lbs) 564 @ 3 1/2" ; 1955 Passed (29%) 100 10D + 10L(AII Spans) Building Use Residential Moment (Ft-lbs) 2936 @ 10'6 1/2" • 7335 Passed (40%) 100 10D + 10L(AII Spans) Building code IBC Live Load Defl (in) 0 281® 10'6 1/2" i 0459 Passed (L/S81] -100 + 10L(/UISpans) Design Methodology ASD Total Load Defl (In) 0 387 @ 10'6 1/2" ' 0 517 Passed (1/641) -10D + 10L(AII Spans) TJ-Pro™ Rating 46 ! 45 Passed -- • Deflection cntena U. (17540) and TL (L/480) ' Bracing (Lu) All compression edges (top and t)ottom) must be braced at 5' 2 15/16" o/c unless detailed otheiwise Proper attachment and positoning of lateral bracing Is required to achieve member stability ' A structural analysis of ttie deck has not been peifbrmed , ' Deflection analysis Is based on composite action with a single layer of 23/32' Panel (24' Span i^ng) that is nailed down • Additional considerations for Ihe T>Pro'" Rating Include None Suppoils'if f1' f<' 'J' ;C/1' Suppoils'if f1' f<' 'J' ;C/1' ~Oead i^oorUii^ 1 - stud wali - Spruce Pine Rr 3 50" -158 422 0 0 0 0 11/4' Rim Board 2 - stud wall - SpnKe Pine Hr 3 50' lis" -158 422 0 0 0 0 11/4" Rim Board , Rim Board Is assumed to cany all loads applied cBrecUy itxfiie it, bypassing the member being designed fUta^-'flfi '" Dead (0.90) (1.15) (1.60) -'''SBtemfc, \i 11.60) Coinniems,5'v - ^ s si*, (JJ,' »<,','>i' fUta^-'flfi '" Dead (0.90) (1.15) (1.60) -'''SBtemfc, \i 11.60) Coinniems,5'v - ^ s si*, (JJ,' »<,','>i' 1 - Unifomi(PSF) 0to21'l" 12" 15 0 400 00 00 00 00 Residential - Uving Areas iLEVEi:® NoDes, iLevel® wanvus that the sizmg of its producbi will be In aoconlance with ilevel® product design orttEila and published design values iLevel® expressly disdainns any other wan«itiesielalEd to the software Reto^ to curiefitilevel®iitEiatu^ (www iLevdxom) Accessories (Rim Board, Blodang Panels and SivBsh Blocks) are not designed by this software IJse of this software is int intended to dncumvent the need fbr a design proiiesstonal as determined by ttie autlioiity having junsdKHon Tlie deagner^necoid, bulkier or (tamer is responsfcte to assure that ths overall project ILevel® products manufactured at WeyertiaeiEer telities aie third-party ceitifM The product application, input design loads, dimensions and support Information have been provided tiy David Thomas ^ SUSTAINABLE FORESTRV INITIATIVE Forte Software Operator Job l<|otes David Thomas Mike Surprenant & Associates (858) 693-0757 davidthomas@msaeng com Oak Avenue (11117) 1 10/21/2011 11 05 04 AM iLevel Forte v2 2, Design Engine V5 3 0 1 Oak A venue Joist 4te Page 1 of 1 Forte software MEMBER REPORT 2nd Floor, FJ-2 1 piece(s) 14" TJI® 360 @ 12" OC Overall Length 26' T 20'6" 4k 0 5'6" PASSED All Dimensions Are Horizontal, Drawing Is Conceptual 'Desigii Results''>'i ^•'\ \, - Aclual.O lacatton,'! 'Residt' -l"'^^ '''i , .IJ>F Member Reaction (lbs) 564 @ 2 1/2" 1202 Passed (47%) 100 10D + 10L(AltSpans) Shear (lbs) 585 @ 20" 9 1/2" 1955 Passed (30%) 100 10D + 10L(AIISpans) Moment (f=t-lbs) 2836 @ 10" 4 3/8" 7335 Passed (39%) 100 10D + 10L(Alt Spans) Uve Load Den (in) 0 285 @ 10' 6 7/8" 0 461 Passed (1/874) ~ 10D + 10L(AltSpans) Total Load Defl (in) 0 374 @ 10'6" 0.518 Passed (17664) -10D + 10L(AltSpans) D-Pro" Rating 46 45 Passed -- • Deflection cnteria a (L/540) and TL (L/480) • Overhang deflection criteria IL (2L/540) and TL (21/480) • Bracing (Lu) All compression edges (top and bottom) must be braced at y 41/16" o/c untess detailed otherwise Proper attachment and positioning of lateral bracing Is required to achieve member stability ' A sbiictural analysis of ttie deck has not been performed ' Deflection analysis Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that Is nailed down ' Additional consideraljons for the T>Pra'" Ratng include None ' Permanent biacing at third points In ttie back span or a direct applied celling over the entire back span length Is required at Uie nght end of the member See IHerature detail (PBl) fbr daiifkabon System Poor Member Type Joist BuiMing Use Residential BuiMingCode IBC Design Methodokigy ASO SUPPWtS ~A ( /'''>s .'i.ji.,',. " •iloiassqites Vr.*'. <, SUPPWtS ~A ( /'''>s .'i.ji.,',. " A^dliMfk" ( 'Roorlfiie, <Rga(U«e'i •iloiassqites Vr.*'. <, 1 - Stud wall - Spnice Pine Rr 3 50" 2.25" -147 {423/-31) 0 0 0 0 11/4' Rim Board 2 - Stud wall - Spruce Pine Hr 3 50" 3 50" -252 671 0 0 0 0 Blocking • Rim Board Is assumed to cany ^1 kiads appbed directly above it, bypassing the member being designed . Blodongl^nels are assumed ID carry no loads applied diredly above them arid the fiill load IS ^iplied ID the Loads (0.90) . FkjOrLhie (1^> Loads '' '/'ilntaBim (0.90) . FkjOrLhie (1^> 1 - Unifomi(PSF) 0to26'7" 12" ISO 400 00 00 00 00 Residential - Living Areas fUEVEL® Notes' iLevel® warrants ttiat the sizing of its products vnll be In accordance with I Level® product design criteria and published design values. iLevel® expressly disdaims any ottier wananbes related to the software. Refer to anient iLevekS) literature fbr installation details (www.ilevel.oom) Accessnies (Rim Board, Blocking Panels and Squash Bkicks] are not designed by iMs software Use of this software is not Intended to circumvent ttie need fbr a design professional as determined by the aulfionty having jurisdk:lion The designer of reconl, bulkier or fianier is responsible to assure that ttus cakiilation is compatible with the overall project iLevel® products manulMiired at VVeyerhaeuser Mlitaes are third-p»ty certified to sustainable Ib^ The product application, Input design toads, dimensions and support information have been provided by David Thomas SUSTAINABLE FORESrin' INHTATIVE Forte Software Operator Job Notes David TTiomas Mike Surprenant & Associates (858) S33-0757 davidttiomas@msaeng com Oak Avenue (11117) 10/21/2011 11 04 55 AM iLevel Forte v2 2, Design Engine V5 3 0 1 Oafc Avenue Joist 4te Page 1 of 1 Forte software MEMBER REPORT 2nd Floor, FJ-3 1 piece(s) 16" TJI® 360 @ 16" OC Overall Length 19'7" 19' m All Dimensions Are Horizontal, Drawing is Q)nceptual Desigii'Results '/ Actual e'UMaU&i''' llJDI•^IClmllhlaliall(I^M , V Member Reaction (lbs) 710 @ 2 1/2" 1202 Passed (59%) 100 10D + 1.0L(A«Spans) Shear (lbs) 697 @ 3 1/2" 2190 Passed (32%) 100 1.0D + 10L(AII Spans) Moment (Ft-lbs) 3367 @ 9' 9 1/2" 8405 Passed (40%) 100 1 0 D + 1 0 L (All Spans) Uve Load Defl (in) 0 211 @ 9' 9 1/2" 0 426 Passed (1/999+) -1 0 D + 10 L (All Spans) Total Load Defl (in) 0 290 @ 9' 9 1/2" 0 479 Passed (1/792) -10D + 10L(AII Spans) "D-Pro™ Rating 51 45 Passed -- • Deflecbon criteria LL (1/540) and U (L/480) • Bracing (lu) All compresston edges (top and bottom) must be braced at 5' 3 1/4" o/c unless detailed otherwise Proper attachment and positioning of lalerai bracing is required to achieve member stability ' A sbuctural analysis of ttie deck has not been performed ' Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is nailed down • Additonal considerations Ibr theT>Pro™ Rating Include None PASSED System Hoor Member Type Joist Buikiing Use Residential Buikiing Code IBC Design Mettudokigy /£D Supports;!' 1 .w,..<•'••'.•"••;v;!! .i.-'fiTi'"'''.rj'-'i.-, - ' Mxsssaies.'r'y. !, K Supports;!' 1 .w,..<•'••'.•"••;v;!! RfiOt^iUl noerUmi ,RMr,U«e' :,-i-iiiftrfi'f .i.-'fiTi'"'''.rj'-'i.-, - ' Mxsssaies.'r'y. !, K 1 - SbKl wall - Spnjce Pme Fir 3 50" 225" -196 522 0 0 0 0 11/4" Rim Board 2 - Stud wall - Spruce Pine Rr 3 50" 2 25--196 522 0 0 0 0 11/4" Rim BoanJ . Rim Board is assumed to cany ail toads applied directly above it^ tiypassing the member being designed .'i^'^<.-<s"\"/^'y Ubadsvr"|^;4''! SpacMig (0.90) HoorUM /'k -^ If/ itooriiw Son* Wind f,/li:Mf)''j. Sdsaic .'i^'^<.-<s"\"/^'y Ubadsvr"|^;4''! v' uiesiOortI .'i^" SpacMig (0.90) HoorUM /'k -^ If/ itooriiw Son* Wind f,/li:Mf)''j. Sdsaic 1 - Unifomi(PSF) 0 to 19'7" 16-15 0 400 00 00 00 00 Residenbal - living Areas iLEY^EL®,Notes-. iff' <'pf-i' -S-'Ai ^uj '-i-^- ' 4',„'', "SiA ii'* -'.4%, '.>'w,^.r-'^V-fa'-H,' ; ILevel® warrants that ttie sizing of Its products will be in accmdance with ILevel® product design criteria and published design values iLevel® expressly disclaims any ottier wairanties related to the software. Refer to cunent iLevel® literature Ibr installation delaUs (www ILevel com) Accessories (Rim Board, Bkxrking Panels and Squash Blacks) se not designed by tfns software (Jte of thb siiftware is not intaided to ciicumvent the need ftir a design professional as detennined tiy ttie authonty havmg junsdiction The designer of nKord, bulkier or framer is responsit*; ta assure mat ttwn cafcxiUmon is oompatftjie wth tfte overall project iLeveKg) products manufocbired at VVeyertiaeuserfaalitaes are ttiiid-party certified to sustainable for The product application, input design toads, dimensions and support information have been provided by David Thomas SUSTAINABLE FORESTRY INmATIVE Forte Software Operator Job Notes David Thomas Mike Surprenant & Associates (868) 693 0757 aavidlhomasigmsaeng com Oak Avenue (11117) 10/21/2011 11 05 48 AM iLevel Forte v2 2, Design Engine V5 3 0 1 Oak Avenue Joist Ate Page 1 of 1 Forte" MEMBER REPORT 2nd Floor, FJ-4 software 1 piece(s) 9 1/2" TJI® 230 @ 16" OC Overall Length 13'7" • PASSED 3 2. All Dimensions Are Honzontal, Drawing is Conceptual Design.Results, .-^ . ftcftiat'O locaBun. , iliiani<al,>. Result ,,' ^ -Und CaaMiia«ian(bMHl Pattern)' , J'' , Member Reacbon (lbs) 624 @ 2 1/2" 1183 Passed (53%) 100 10D + 10L(AIISpans) Shear (lbs) 607 @ 3 1/2" 1330 Passed (46%) 100 10D + 10L(AnSpans) Moment (Ft-lbs) 2023 @ 6'9 1/2" 3330 Passed (61%) 100 10D + 10L(AII Spans) Uve Load Defl (in) 0 181 @ 6' 9 1/2" 0 293 Passed (1/873) -10D + 10L(AIISpans) Total load Defl (In) 0 317® 6'9 1/2" 0 329 Passed (1/499) -10D +1.0 L (All Spans) T)-Pro™ Rating 46 45 Passed - • Deflection criteria a (L/540) and TL (L/480) ' Bracing (Lu) All compression edges (top and bottom) must be braced at 4' 7" o/c unless detailed otherwise Proper attachment and positioning of lateral biacing Is required ID achieve member stability ' A sbuctural analysis of the deck has not been performed ' Deflectton analysis Is based on composite actaon with a single layer of 23/32' Panel (24" Span Rating) that Is nailed down • Additional consWeradons for the T>Pro" Rating Indude None Systam Floor Member Type Joist BuikUng Use Residential Building Code IBC Design Meltiodokigy ASD 'Supports'--'-i'';' •("''"-"' • V'8W'»B-,'"""''< nV'k'i w>'-''^"' ~\'*'''''SujipoitReaellonsOhs), t'A^y'?, .*«»essorte8s,\ l^f^i „ 'i >\ 'Supports'--'-i'';' 'ncnrUve RoortW Snmr .*«»essorte8s,\ l^f^i „ 'i >\ 1 - Shid wall - Spnice Pine Rr 3 50" Z25" -272 362 0 0 0 0 11/4" Rim Board Z - Stud wall - Spruce Pine Fir 3 50" 225" -272 362 0 0 0 0 11/4" Rim Board . Rim Board Is assumed to cany aH toads applied directly above it; bypassing Itie member being designed '•H ci^oo)'^ ^.(notHHiow: 1.7S), V(1.15),r/f •4',,SBismieri ceinteidiitsx 1 ' '•H ci^oo)'^ ^.(notHHiow: 1.7S), V(1.15),r/f •4',,SBismieri ceinteidiitsx 1 ' 1 -Unifoim(PSF) 0 to 13' 7" 16" 300 400 00 00 00 00 Residenbal - Living Areas ILEVEt® IKAes; '•'a i, iLevel® wanants ttiat Ifie sizing of its products wiU be in accordance with iLevel® product des^ criteria and pubtehed design values. ILevel® ei^iressty disclaims any other wairanties related to ttie software Refer to current ILevel® IHeiahire for Inslallatton details (www il£vel com) Accessories (Rim Board, Btodang Panels and Squash Btode) are not designed by tt& software. Use of this softaware s not intended to drcumvem ttie need for a desi^i proi^^ determined liy ttw auttiority having junsdiction The designer of record, tluikler or framer ts responsillte to assure Itat thts calculatKm ts oompatftjie with ttie overall project. ILevel® pniducts manu^ctuted at Vlfeyeitiaeuser faalibes are ttilrd-party certified to sustainable forestry standards Tbe product applkabon, input design toads, dimensions and support information have been provided by David Thomas ^ SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes David Thomas Mike Surprenant & Associates (858) 693-0757 davidthomas@msaeng com Oak Avenue (11117) 10/24/2011 8 23 28 AM level Forte v2 2, Design Engine V5 3 0 1 Oak Avenue Joist Ate Page 1 of 1 Mike Surprenant & Associates Consulting Structural Engineers Job Mil'?' Sheet No of Calculated by Checked by Date Date WIND DESIGN Mam Wind Force Resisting System Method Used = Analytical Procedure 32 85 feet mph Maximum Building Height (z) = Design Wind Speed = Kd= 085 1= 100 E)(posure Category =| B] K= 0 71 Krf = 1 00 G= 085 ecp,= -018 Cp= 080 and qh= 1l22pst P=| M4b\psf (85 mph fbr California) (perASCE-7.6 563) -05 (windward and leeward walls) CHOSEN EXPOSURE = Exposure a B« 6 B c 1 Aniit B 70 1200 014 084 0 25 045 030 320 0 33 30 C 95 900 0.11 100 015 065 0 20 500 0 20 15 D 11 5 700 0 09 1 07 Oil 0 80 0 15 650 013 7 SEISMIC DESIGN Method used = Equivalent Lateral Force Procedure (1,2,3,4) (Residential = 2) (6 5 fbr wood shear walls) (Residential =10) (A,B,C,D,E) (0 2 sec) Fa = (1sec) Fy = Occupancy Category = 2 R=|65 1 1=10 Site Class = D Ss = 1 283 Si = 0483 Seismic Design Category (SDS) = D Seismic Design Category (SDI) = D Ta = 0 27 Cs = 013 CsaMX= 029 Csmin= 001 Csac =10132 1 0 1.6 Sos - SDI 086 052 jo 132 j (Use the worst case seismic design category) V=| 0122|Wx (Cs«,*P)*W^1 4 F. F, Ss Values S) Values Site Class 05 0 75 1 a1 25 SOI 02 03 04 ^0 5 A 08 08 08 08 08 08 08 08 08 08 B 10 1 0 1 0 10 1 0 1 0 10 10 10 1 0 C 12 1 2 1 1 1 0 1 0 1 7 16 1 5 1 4 1 3 D 1 6 1 4 1 2 1 1 1 0 24 20 1 8 1 6 1 5 E 25 1 7 1 2 09 09 35 32 28 24 24 MIKE SURPRENANT & ASSOCIATES Cotjsulting Strucmral Engineets IflR SHFFT ND r;Ai r;i ii ATFn RY DATF r;HFr:kFr) RV nATF .csrAi F Wt (DEAD LOADS) (SEISMIC) ROOF WEIGHT: Diaphragm =( f,^«=> P*Spj LBS Extenor Wall Weieht= (-^-O©( ^)('^'P^f^) LBS Intenor Wall Weight = CJ*®')( LBS Total Weight (Tnbutarv to Diaphragm) = 44; LBS FLOOR WEIGHT: DiaDhragm= o') ( f>-»F) f (l/^''^ l>0 P^pj 4€», °( oo LBS Extenor Wall Weights (-»^<PO')('=I >C)(|6^ fSpJ f l4,4<t^ # LBS Intenor Wall Weight = ("^-^o') ( >0 ( ^ ^'S.p) f ^£f'"^c-^ LBS Total Weight (Tnbutarv to Diaphragm) = '^LBS ~ FLOOR WEIGHT: Diaphragm = LBS Exterior Wall Weight = LBS Intenor Wall Weight = LBS Total Weight (Tributary to Diaphragm) = • LBS TOTAL DEAD/LOAD. Wt ^ \4),^fo LBS BASE SHEAR. V = 1 .t-cx© ' ^"2-Wt = LBS UNIT SHEAR, v = V / Area (Aophes to single level structures only) = — PSF D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . CALCULATED BY_ CHECKED BY SCALE DATE. DATE. LATERAL LOAD DISTRIBUTION DIAPHRAGM LEVEL (k) (ft) Wxhx (k-ft) S w, h, Fpx= Wxh,(V) S w,h, (lbs) A (ft') Vx = (Fpx/A) (psf) ROOF €>3(jp 16 / 2-*^^ FLOOR " FLOOR X 1 00 v = Ibs SHEARWALL DESIGN LATERAL LOADS WINDLOAD = PRESSURE (P)xPROJECTED VERTICAL HEIGHT (h) SEISMIC LOAD = STORY SHEAR (v^) x DI/\PHRAGM DEPTH (d) ROOF DIAPHRAGM A N^ i -rr WIND P CZ-rf (psf) X "=f (ft) = Q>"r- (plf) SEISMIC V. ^'rf 4 (psf) X -VJ^ (ft) = 3<g3 (plf) (ft') E-W WIND P II4, (psf) X "f- (ft) = 6T (plf) SEISMIC Vx^^3Jl(psf) X (ft) - _ij2»3_(plf) 3as.^ /<- GOVERNS '-St'^/QGOVERNS N-S LEVEL DIAPHRAGM A= 3>, WIND P j^^t' (psf) X I (ft) = JlA_(plO SEISMIC V. (psf) X S"^ (ft) = It^ (plf) .(ft') E-W WIND P <'2-4 (psflx _j£_(ft) = 'J-t (plf) SEISMIC v,^-$& (psf) X ^3 (ft) = 14^ rplf) Se^'-S-'^fe' GOVERNS .g^ »*f ^CGOVERNS LEVEL DIAPHRAGM A = (ft') N-S WIND P. SEISMIC V, . (psf) X -(psf) X .(ft) = .(ft) = -(plf) -(piO .GOVERNS E-W WIND P. SEISMIC Vx . (psf) X -(psf) X .(ft) = .(ft) = -(plf) -(plf) GOVERNS PIKIDUCTM7 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers .IOR .SHFFT NO HO DF *" CAI cm ATFORV DATF CHFnkFD RY DATF .sr.Ai F Story SbearwaUs SHEARWALL DESIGN ^ Direction Unit Lateral Load, v = ^'^^ psf — Lbs TrAutory Area (T^ Level) ^ "^Vzj fe) ^ri'^l'^ W\) \ {"^W-^ {(A -j- f^^/v) (14) 6^3 sa ft Lateral Load (This Level) 'f Lbs Lateral Load (Level Above) Shearwall(s) Length, L = Unit Wall Shear, v = Fx/L = _ Shearwall Type (j^^ plf Total Load (All Levels), Fx= /Q.-^^ ft S^,-^Sf^o Lbs Overturning: L= ft. . Okay by Inspection Uplift = /^/?^^)(^^ / f4-f:) -^/.T-Lbs Holdown Anchor Type Gridline <>, > ^ <' Tributary Area (This Level).. Lateral Load (This Level) Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = Fx/L = sq ft Lbs j~ Lbs ITotal Load (All Levels), Fx = ft ^ ^^S-QLbs 31 plf Shearwall Type Overturning: L = Uplift = (3>Ml(lj ft. . Okay by Inspection Lbs Holdown Anchor Type Gridline Tnbutary Area (This Level) Lateral Load (This Level): _ Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = Fx/L = Total Load (All Levels), Fx =. ft .sq ft .Lbs .Lbs Lbs plf Shearwall Type Overturning: L = Uplift = \ ft Okay by Inspection Lbs Holdown Anchor Type • PRODUCT 207 JOB. IMIKE SURPRENANT ^ \ ^ -y^ & ASSOCIATES ^"^^ Consulting Structural Engineers CALCULATED BY DATE. CHECKED BY DATE. SCALE , "X^o^ story Shearwalls E ' Direction Unit Lateral Load, v = 61-7^ psf Tnbutary Area (This Level) Lateral Load (This Level) ^ft.)"^ Lbs Lateral Load (Level Above) Lbs Total Load (All Levels), Fx = Z-S T Lbs Shearwall(s) Length, L = njita ft Umt Wall Shear, v = Fx/L = '2^A''\ plf Shearwall Type , Overturning: vL = ft Okay by Inspection Uplift = f t>4'=») ^/'Z-SO' Lbs Holdown Anchor Type m ' . ' Gridline ^ - I \ ( \ ^ A, Tnbutarv Area (This Level). ( ^ V IT j ^4 sq ft Lateral Load (This Level) "^O 4 Lbs Lateral Load (Level Above) Lbs ~ Total Load rAll Levels). F,= -^Cc Lbs Shearwall(s) Length, L = ft Umt Wall Shear, v = YJL = C / plf Shearwall Type (j^ Overturning: L = ft Okay by Inspection Uphft = ^ Lbs Holdown Anchor Type j—j Gridline ^ Tributary Area (This Level) Lateral Load (This Level) f Lbs Lateral Load (Level Above) *^ Lbs Total Load (All Levels), Fx = '^o'^ Lbs Sheafwall(s)"Lengfh, L "^^-^ " ft- - - ^ Umt Wall Shear, v = Fx/L = t-0*V plf Shearwall Type (^T^ Overturning: L = ft Okay by Inspection Uplift = Lbs Holdown Anchor Type Q D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB DDT .SHFFT ND ^1-OF CAI CUI ATFn RY DATE. CHFCKFD RY DATE .SCAI F DATE Story Shearwalls I H-5 Direction Unit Lateral Load, v = psf Tributary Area (This Level) Lateral Load (This Level) Lateral Load (Level Above) ( ' (^/ ?• Shearwall(s) Length, L = _ Umt Wall Shear, v = VJL = _ Shearwall Type {T^ 4ia sq ft 1.413 "Lbs T3r?IZLbs Total Load (All Levels), Fx g>,0 ft 3 . Lbs /"e.^ plf Overturning: L = Uplift = ft Okay by Inspection Lbs Holdown Anchor Type • Gridline Z ft^t/ "^f \ Tributary Area (This Level) ( 'Y^--f WIH) Lateral Load (This Level) f , \ : \ Lateral Load (Level Above) ( '^3?1 (Sy-f^S^o'fH ^11 sq ft 1^ Lbs Shearwall(s) Length, L Umt Wall Shear, v = Fx/L = -Z^plf Total Load (All Levels), F, = //^f^ Lbs Z-iCf^Ut Lbs Shearwall Type <5l^ M-F)CH-Z->c^ <^ /fFX-/6^ w/Z/sV /=-Z^/V Okay by Inspection Overturning: L = Uplift = ft Lbs Holdown Anchor Type 4-TS:A,..,Tl.,..n ("^/^ fli) ^(-^Ofl.)t(''»/0H) Lateral Load (This Level) Lateral Load (Level Above) (</*>)< Sheafwall(s) Length, L Unit Wall Shear, v=: Fx/L Total Load (All Levels), Fx = . '^'^ ft- 3./CP sq ft (/ o toCf? Lbs Lbs Lbs '^6>o plf Shearwall Type Overturning: L = Uplift = (iLL^o)fq) ft . Okay by Inspection Holdown Anchor Type rzi " i-n ^ ' Lbs PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Stmctural Engineers SHEET NO . 2.3 OF-3z- CALCULATED BY- CHECKED BY SCALE DATE. DATE. Story Shearwalls M--^ Direction Unit Lateral Load, v = ^'^^ psf ' sq ft Tributary Area (This Level) Lateral Load (This Level) t- ( \ 4)0( &\ ^ ^0>U Lbs r _i 1 T 1 /r 1 A 1 \ 7 ~- I Ur, Lateral Loao (i nis i^evei; _ Lateral Load (Level Above) Shearwall(s) Length, L = Umt Wall Shear, v = Fx/L = . Shearwall Type // ^ plf Total Load (All Levels), F, Z-'t ,a ft Lbs t-, ^UO Lbs Overturning: L = ft _J^Okay by Inspection Uplift = Holdown Anchor Type j—j Lbs Tnbutary Ar^'(Tlus Level) Lateral Load (This Level) '2~,'h'^'^ Lbs Lateral Load (Level Above) ^ Lbs Y(t)ft>f^/ Total Load (All Levels), F, = Shearwall(s)Length,L = {Z.f^^jy 'I ft Unit Wall Shear, v = Fx/L = ^\0^.V plf-34Z- P $?e>2- Lbs Shearwall Type <j/^ Overturning: L = Uplift=J>43AI5 ft Holdown. Anchor Type r^^^^ Okay by Inspection 3,o?-e> Lbs Gridline Tributary Area (This Level) Lateral Load (This Level) i-aierai i>oaa (inis i^cvei; Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = Fx/L = . Shearwall Type (j^ -33-plf Total Load (All Levels), Fx =. lUrO ft 3^^ soft l^lO'<^ Lbs .Lbs _Lbs Overturning: L = Uplift =. ft ^^'Okav by Inspection Holdovra Anchor Type j—j Lbs PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers .IOR SHFFT NO OF *^ CAI mil ATFD RY DATF CHFCKPn RY DATF .SCAI F ^^"^ Story Shearwalls £-"W Direction Unit Lateral Load, v = ^'^8 psf ^nt;^ .„tlL.I ( '^/^^(r-l) Wl°/x-)f^)f (^) - f, Lateral Load (This Level) • ' \i Lbs Lateral Load (Level Above) V->^{^, ^rW) \ f'^'i^ Lbs vA'^M - Total Load (All Levels). F. = ^/S'^'b Lbs Shearwall(s)Length,L = l^f(^/ '^_)-'l.^>o ft Unit Wall Shear, v = Fx/L = plf Shearwall Type Overturning: L = ft "^Okay by Inspection Uplift = Lbs Holdown Anchor Type j—j Gridline f'Vv)ff\i-('-^/-v)(x)Vft/Of?) hi Tributary Area (This Level) ' \ rw'r-)}'^ / I ' <^ sq ft Lateral Load (This Level) 4i Lbs Lateral Load (Level Above) ('/«»)(#) If •=f 3*1 Lbs Total Load (All Levels), Fx = 1-;^'^ Lbs Shearwall(s) Length, L = o ft Unit Wall Shear, v = Fx/L = 3>^) plf Shearwall Type Overturning: L = ft Okay by Inspection Uphft = (g>4>^r°l) -^^Of I Lbs Holdown Anchor Type 'H"F:>(^A-' Lateral Load (This Level) / 3. Lbs Lateral Load (Level Above) f '^s) f ^^T-l '^^JH- 4:#- -Z-^l g>S Lbs Total Load (All Levels), Fx = ") 4 Lbs Shea^wall(s)Length,L = ft- - - ^ _ , . Umt Wall Shear, y = VJL= '^^o plf Shearwall Type Overturning: L = ft Okay by Inspection Uplift = Lbs Holdown Anchor Type j—j PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . CALCULATED BY- CHECKED BY SCALE o. 1 in^ 3>T DATE. DATE. _ Story Shearwalls Gridline ^ Tnbutary Aiea (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) Shearwall(s) Length, L Umt Wall Shear, v = Fx/L = Shearwall Type Direction Unit Lateral Load, v = .psf sq ft i, 3>80> Lbs , (ii)h,^tji) ] Total Load (All Levels), Fx = = (t,?^;| V 7^4^ ft ~ Lbs ffS-SCf Lbs -L.t'^ plf Overturning: L j= Uphft = {i-t^)(v ft. . Okay by Inspection Holdown Anchor Type rTri , ,, , LLI Hi>t^Z. 2~,0T^ Lbs Gridline _ Tnbutary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) Shearwall(s) Length, L Unit Wall Shear, v = Fx/L = . Total Load (All Levels), Fx= "fi'^ ft sq ft '^o 5 Lbs -~ Lbs Lbs -7 o3 Zl plf Shearwall Type Overturning: L =. Uplift = . ft Okay by Inspection Lbs Holdown Anchor Type j—j Gridline _ Tributary Area (This Level) Lateral Load (This Level) _ Lateral Load (Level Above) (\^')f^^^)+- (^f^jis)^ MzJ)(^J __S^JL_sq ft •Z-fT^-Z. Lbs Sheafwall(s)Xehg{h, L = " Umt Wall Shear, v = Fx/L = "Z-^f- plf Total Load (All Levels), F, = ^ ft- ^T^o-z- Lbs g>l4e>4 Lbs Shearwall Type <i> Overturning: I\ ^ Uphft = _JjLs2iBj ft . Okay by Inspection Holdown Anchor Type rri , , , ,—• r, ^ i 'Z-/3->3 Lbs D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . OF CALCULATED BY- CHECKED BY SCALE DATE. DATE. FOUNDATION DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = »?^QQO psf (Per Design Cntena) CONTINUOUS FOOTINGS MARK: CF-1 Ftg Width (b) = ^-"^^ ft WALLOW = ASBP (b)=_ Depth of Ftg (h) = _Jj_^_ft '^,BOO plf USE. I ^ " WIDE X ffe " DEEP. WTTH # 4 TOP & BOTTOM MARK: CF-2 Ftg Width (b)=_ ft Depth of Ftg (h) =. WALLOW = ASBP (b) =_ -plf USE: WIDEx "DEEP. WITH. # TOP & BOTTOM WMAX @ Gndline. WMAX @ Gndline. WMAX @ Gndlme. WMAX @ Gndlme. -plf -plf -plf -plf USE: CF-. USE: CF-. USE CF- USE- CF- D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . ' OF CALCULATED BY- CHECKED BY SCALE DATE. DATE. CONTINUOUS FOOTINGS - MAX POST LOADS Pmax V- MARK: CF-1 PMAX = ASBP(b)(2h) =_ MARK: CF-2 PMAX = ASBP(b)(2h) =_ 2h (ft.) h (ft.) LBS LBS D PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Cx)nsulting Structural Engineers JOB. SHEET NO . ^^OF CALCULATED BY_ CHECKED BY SCALE v>-7 DATE. DATE. SPREAD FOOTINGS - MAX. ALLOWABLE CONCENTRATED LOADS PMAX r MARK: P-1 PMAX =ASBP(b)' =. b(ft,) g.ooQ LBS. h(ft.) 7^ USE: 24" SQUARE x | ^ ' DEEP WTTH (2) # 4 EACH WAY @ BOTTOM MARK: M PMAX =ASBP(b)' = \'^,'9o<:> LBS USE. 30" SQUARE X ^ g> ' DEEP WTTH (3) # 4 EACH WAY @ BOTTOM MARK: M PMAX = ASBP (b)' = ( 6>, oc? o LBS. USE. 36" SQUARE x ( g, " DEEP WITH (4) # 4 EACH WAY @ BOTTOM MARK. P-4 PMAX =ASBP(b)' = 2^,^oa LBS USE: 42" SQUARE X (Q " DEEP WITH (5) # 4 EACH WAY @ BOTTOM MARK:F:5 PMAX =ASBP(b)' = S-^/Ooo LBS. USE-48" SQUARE X fg " DEEP WITH (6) # 4 EACH WAY @ BOTTOM D PRODUCT 207 JOB n)^'^ MIKE SURPRENANT .z-i & ASSOCIATES ^"^^^ ^ Consulting Structural Engineers CALCULATED BY DATE. CHECKED BY DATE. SCALE PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . CALCULATED BY- CHECKED BY OF DATE. DATE. SCALE . > a: < ® 5? o o 9 0 a Q u i CO © o o TJ v9 • •o o O ® lU 3 W 3 <i> ® © © Q- I UJ D ® ^1 o o 8 < Ul IE (D Q I < o o T5 o o in 5 O O 5 Q I tA 5^ o o 8 52 miS; <3 Is o o Q O .>3 8^ O o p mi2 5:^ |5 O ^ C5 9 0 ^ CjD 8 Sl o « I. l3 it x3 o o ®- '3 o 5 Q lU a: < lU 5 e 0©® e@ @®@@@® MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . CALCULATED BY- CHECKED BY SCALE '3>\ OF. DATE. DATE. HOLD-DOWN SCHEDULE 4x POST UJ/ I1STC40 FLR-To-FLR HOLD-DOWN 4x POST UJ/ t15TC52 FLR-To-FLR HOLD-DOWN 4x P(?ST Mil V&ia>b FLR-To-FLR HOLD-DOWN 4x POST UJ/ riSTC48B3 HOLD-DOWN {l6 Ax MIN BEAh BELOW UJ/ MIN 3& lOd TO POST) 0 E M 4x POST Uj/ STHDIO HOLD-DOWN 4x POST Uj/ HDU2 HOLD-DOWN ON SSTB16 A B 4x POST UJ/ HDU4 HOLD-DOWN ON SSTB20 A B 4x POST UJ/ HDU5 HOLD-DOWN ON SSTB24 A B 6x POST Uj/ HDU& HOLD-DO^N ON SSTB28 AB 6x POST UJ/ HDUIl HOLD-DOWN ON SBIx30 A B 6x POST UJ/ HDUI4 HOLD-DOWN ON SBIx30 A B NpTES i; HOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION 2) DEEPEN FOOTINGS TO PROVIDE 3" MIN CONCRETE COVER WHERE HOLD DOWN ANCHORS ARE LONGER THAN THE FTG DEPTH 3) USE CRJ) OPTION ON STHD HOLD-DOWNS FOR RAISED WOOD SUB-FLOOR CONDITION A) MSTC HOLD-DOWNS MAY USE Ifed SINKERS Og lOd COMMON NAILS 5) MSTC HOLD-DOWNS TO BE CENTERED BETWEEN UPPER * LOWER FLOORS MAXIMUM CLEAR SPAN = 18" NAILS NOJ REOUIRED IN CLEAR SPAN ('RIM BOARD; AREA REV JAN 2008 PRODUCT 207 MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers JOB. SHEET NO . CALCULATED BY- CHECKED BY SCALE 3*2- DATE. DATE. SPREAD FOOTING SCHEDULE SYMBOL SIZE AND REINFORCEMENT (rc'2f>00 pfti < ry62)kfll) 24" SQUARE X [g^" DEEP W (2) n 4 EACH WAY 30' SQUARE X DEEP W (3) # A EACH WAY 36" SQUARE X (/gj" DEEP W/ (4) « 4 EACH WAY 42' SQUARE X DEEP W (i) # A EACH WAY 48" SQUARE X (g," DEEP W ((,) # A EACH WAY PRODUCT 207 Job Tmss Tmss Type Qty Ply IT11-10017 R33830472 OAK AVENUE 821G Hip Tmss 1 1 Job Reference (optionall A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 15 48 2011 Page 2 ID tiu0VbJNHc6ptglWwWoQ1oTySBcc-u1AAdT1SbbXM2RoWacnoaY5_Di4k3r7LM_1JiMyMXq9 LOADCASE(S) Standard Uniform Loads (plf) Vert 1-2—70, 2-3=-70, 3-4=-70, 1-4—20 Concentrated Loads (lb) Vert 6=-A0A(.F) 5^04(F) ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB MH 747'i ren JO 'OS R^ORB USE Design valid for use only with MITek connectois This design is based only upon parameters shown and is lor an individual building component Applicability of design poramenlere and proper incorporation of component is responsibility ot building designer not truss designer Bracing shown IS for iofenal support of individual web membeis only Additional temporary bracing to insure stability dunng constiucfion is fhe responsibillily of fhe erector Additional permanent bracing of the overali structure is the responsibility of the building designer For general guidance regarding fabncation quality controL storage delivery erection and bracing consult ANSI/TPIl Quality Criteria DSB 89 and BCSI Building Component Safely Infonnation available trom Toiss Plate Institute 281 N LeeSTreet Suite3I2 Alexandna VA22314 MiTek' l>OM«A TO PCfilFDRM 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply IT11-10017 Truss Type R33830473 OAK_AVENUE B22G Speaal Tmss 1 O Job Reference foptional) A C Houston Lumber Co , Inc Indio CA 92201 4-10-5 7 250 s Aug 25 2011 r^lTek Industnes Inc Fn Nov 04 13 15 50 2011 Pagel IDhuOVbJNHc6ptglM\vWoQ1oTySBcc-qQHw292i7Cn4lkyugLpGf2AOIVn7Xn8dplWPmFyMXq7 7 11-8 I 112 5 3 2-13 3„6 II 11 ?S M 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 38 Vert(LL) -ODI 6 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 23 Vert(TL) -0 04 5-6 >999 180 BCLL 0 0 * Rep Stress Incr NO WB 0 36 Horz(TL) 0 01 4 n/a n/a BCDL 10 0 Code IRC2009n'PI2007 (Matrix) Weight 1181b FT = 20% LUMBER TOP CHORD 2X4DFNo1&Btr BOT CHORD 2X6 DF 1800F 1 5E WEBS 2 X 4 DF Stud/Std WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 7=1335/Mechanical, 4=1135/0-3-14 (mm 0-1-8) Max Horz7=-78(LC 6) Max Grav7=1423(LC 2), 4=1219(LC 23) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-8=-1989/0, 2-8—1907/0, 2-9=-1903/0, 3-9—1955/0, 3-10—2075/0, 4-10—2137/0, 1-7—1344/0 BOT CHORD 5-6=0/1790,4-5=0/1790 WEBS 2-6=0/1301, 3-6—271/156 1-6=0/1600 NOTES 1) 2-ply truss to be connected together with lOd (0 131"x3") nails as follows Top chords connected as follows 2X4-1 row at 0-9-0 oc Bottom chords connected as follows 2X6-2 rows at 0-5-0 oc Webs connected as follows 2X4-1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber DOL=1 60 plate grip D0L=1 60 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads 6) This truss has tieen designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the trattom chord and any other members 8) Refer to girder(s) for truss to tnjss connections 9) This truss is designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14,15, 16,17, 18, 19, 20, 21, 22, 23 has/have been modified Building designer must review loads to venfy that they are correct for the intended use of this truss 11) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 12) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1550 lb down at 4-10-5 on bottom chord The design/selection of such connection device(s) is the responsibility of others 074486 j§| <P 12-31/ tfer 4,2011 ^ WAFtHINa Verify desigti paramefers and READ NOTES ON THIS AND INCLUDED MTTEK REFERBNCE PAGB Mil 7473 rea 10 'OS KSFORB USE Design valid for use only with MiTek connectors This design is based only upon parameters shown and is for an individual building component Applicability ot design paramenteis and proper incorporation of component is responsibility ol building designer - not tnjss designer Bracing shown IS for taterol support ot individual web membeis only Additional temporaiy bracing lo insure stability dunng constnjction is the responsibillity ot the erecfor Additional permanent bracing of fhe overall structure is the responsibility of fhe building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSl/TPll Quality Criteria DSB 69 and BCSI BuUding Component Salety Infonnation available from Tmss Plale Inslltute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTer 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 Tmss Type R33830473 OAK_AVENUE B22G Special Tmss 1 0 Job Reference foptionan 'A C Houston Lumber Co Inc Indio, CA 92201 7 250s Aug 252011 MiTek Industnes, Inc Fn Nov 04 13 16 50 2D11 Page2 ID hu0VbJNHc6ptglWAvWoQ1oTySBcc-qQHw292i7Cn4lkyugLpGfzAOIVn-'Xn8dplWPmFyMXq7 LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-70, 2-4-70, 4-7-20 Concentrated Loads (lb) Vert e-1490(F> 2) Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2—80, 2-4=-80, 4-7—20 Concentrated Loads (lb) Vert 6=-1550(F) 3) IBC BC Live Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-40, 2-4=-40, 4-7=-40 Concentrated Loads (lb) Vert 6=-1430(F) 4) MWFRS Wind Left Lumber lnCTease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-2=9,2-4=11,4-7-12 Hofz 1-2=-21, 2-4=23, 1-7=17 Concentrated Loads (lb) Vert 6=-956(F) 5) MWFRS Wind Right Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-2=11, 2-4=9, 4-7-12 Horz 1-2=-23, 2-4=21, 1-7=-20 Concentrated Loads (lb) Vert 6—956(F) 6) MWFRS Wind Left Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-2=-18 2-4-1 4-7—12 Horz 1-2=6,2-4=11,1-7=29 Concentrated Loads (lb) Vert 6-1266(F) 7) MWFRS Wind Right Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-2=-1,2-4=-18, 4-7-12 Hoiz 1-2—11, 2-4—6, 1-7—8 Concentrated Loads (lb) Vert 6-1130(F) 8) MWFRS 1st Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-2=21, 2-4=21, 4-7=-12 Horz 1-2=-33 2-4=33, 1-7=-26 Concentrated Loads (lb) Vert 6=-898(F) 9) MWFRS 2nd Wind Parallel Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-2=9,2^=9,4-7—12 Horz 1-2=-21, 2-4=21, 1-7=-26 Concentrated Loads (lb) Vert 6—939(F) 10) MWFRS 1st Wind Parallel Positive Lumber lncrease=1 60, Plate lncrease=1 60 Uniform Loads (plf) Vert 1-2=-13, 2-4=-13 4-7=-12 Horz 1-2=1, 2^-1, 1-7—14 Concentrated Loads (lb) Vert 6=-1130(F) 11) MWFRS 2nd Wind Parallel Positive Lumber lncrease=1 60, Plate lncrease=1 60 Unifonm Loads (plf) Vert 1-2—13, 2-4—13, 4-7—12 Horz 1-2=1,2^—1,1-7—14 Concentrated Loads (lb) Vert 6=-1130(F) 12) Live Only Lumber lncrease=0 90, Plate lncrease=0 90 Pit metal=0 90 Unifonn Loads (plf) Vert 1-2=-40, 2-4=-40,4-7—20 Concentrated Loads (lb) Vert 6=-1310(F) 13) 1st unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-70, 2-4=M0, 4-7-20 Continued on page 3 ^ WARJWM; VeripjdestgtiparamiieTsandiVEADNaTESON'rHISAmitNCLllDFXimTEKREFEFCENCEFAGBmi7473rex JO'OS BEFORE USE Design valid for use only with MiTek connectors This design is based only upon parometeis shown and is tor an individual building component Applicability of design poramenleis and proper incorporation ot componenl is responsibiRty of building designer - nol tnjss designer Bracing shown IS for taterol support of individual web members onfy Additional temporary brocing fo insure stabifity dunng conslrvciion is the responsibillity of fhe erecfor Additional permanenf bracing of the overall structure is the responsibility ot the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSI/TPIl QualHy Critena DSB.89 and BCSI Building Component Safely Information available from Injss Plate Institute 281 N Lee Street Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 R3383D473 OAK_AVENUE B22G Special Tmss 1 O Job Reference foptionall A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 li^iTek Industnes Inc Fn Nov 04 13 15 50 2011 Page 3 ID hu0VbJNHc6ptgl\MiiAWoQ1oTySBcc-qQHw292i7Cn4lkyugLpGf2AOIVn7Xn8dplWPmFyli/IXq7 LOADCASE(S) Standard Concentrated Loads (lb) Vert 6—1490(F) 14) 2nd unbalanced Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-40, 2-4=-70,4-7-20 Concentrated Loads (lb) Vert 6—1490(F) 15) 3rd unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2-80, 2-4=-40, 4-7=-20 Concentrated Loads (lb) Vert 6=-1550(F) 16) 4th unbalanced Regular Only Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-40, 2-4=-80, 4-7—20 Concentrated Loads (lb) Vert 6=-1550(F) 17) 1st Moving Load Lumber lncrease=1 25, Plate lnaease=1 25 Uniform Loads (plO Vert 1-2=-40, 2-4=-40, 4-7—20 Concentrated Loads (lb) Vert 6=-1310(F) 1-325 18) 2nd Moving Load Lumber lnCTease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-40, 2-4=-40,4-7=-20 Concentrated Loads (lb) Vert 6=-1310(F) 8=-325 19) 3rd Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=~40, 2-4=-40, 4-7=-20 Concentrated Loads (lb) Vert 6=-1310(F) 9=-325 20) 4th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-40, 2-4=-40, 4-7=-20 Concentrated Loads (lb) Vert 6=-1310(F) 10-325 21) 5th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-40, 2-4=-40, 4-7=-20 Concentrated Loads (lb) Vert 2=-325 6=-1310(F) 22) 6th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-40, 2-4=^0, 4-7—20 Concentrated Loads (lb) Vert 6=-1310(F) 3—325 23) 7th Moving Load Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert l-2=-40, 2-4=^0,4-7—20 Concentrated Loads (lb) Vert 6-1310(F) 4-325 ^ WARNINa Venfy design parameters and KBAD NOTES ON TH/S AND INCLUDED MITEK REFERENCE PAGB Mil 7473 rex 10 'OS BEFORE USB Design valid for use only with MiTek connectors This design is based ont/ upon parameter shown and is for an individual building componenl Applicability of design poramenfers and proper incorporation of component is responsibihty of building designer not truss designer Brocing shown IS for taterol support of individual web members only Additional temporary bracing to insure stability dunng construcfion is the responsibillity ot the erector Additional permanent bracing ot the overall structure is the responsibility of the building designer For general guidance regarding fabncation quality controL storage delivery erecfion and bracing consull ANSIAPH Quality CrHelta DSB-89 and BCSI Bunding Component Safety Infoimation available from Tnjss Plate Institute 281 N LeeSTreet Suite312 Alexondna V A 22314 MiTek' 7777 Greenback Lane Suite 109 Citrus Heights CA, 95610 Job Tmss Tmss Type Qty Ply IT11-10017 R33830474 OAK_AVENUE B23 Special Tmss 2 1 Job Reference ^ootionah A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 1 3 15 51 2011 Pagel ID hu0\/bJNHc6ptglWwWoQ1oTySBcc-lcrlG\/3KuWvxvuX4E3KVBBjVMv7DGGgn2yFzJhyMXq6 Scale = 12S7 2«< II 1125 Plate Offsets (X.Y) [5 0-4-0.0-0-10) LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0 62 BC 0 23 WB 0 21 (Matnx) DEFL in (loc) l/defl Ud PLATES GRIP 0 03 5-6 >999 240 MT20 220/195 0 09 5-6 >999 180 0 01 5 n/a n/a Weight 51 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2X4 DF No l&Btr 2X4 DF No l&Btr 2 X 4 DF Stud/Std Right 2 X 4 DF Stud/Std 1-9-5 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 5=497/Mechanical, 7=497/Mechanical Max Horz7=-82(LC 8) Max Uplift5=-48(LC 10), 7=-49(LC 10) Max Grav5=656(LC 25), 7=656(LC 19) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-8=-661/125, 8-9—622/128, 9-10=-621/129, 2-10—611/140, 2-11=-615/153, 3-11=-653/139, 3-4—872/203, 4-5—907/192, 1-7=-619/152 BOT CHORD 5-6=-122/756 WEBS 3-6=-374/115,1 -6—38/521 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf, h=25ft, B=45ft, L=24tt, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 4-10-S, Extenor(2) 4-10-5 to 8-0-7 zone cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp DOL=1 60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun'ent live loads 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcun-ent with any other live loads 5) * This truss has been designed fbr 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 6) Refer to girder(s) for truss to truss connections 7) This truss is designed in accordance »nth the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located af all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 9) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in fhe analysis and design of this truss LOADCASE(S) Standard ber 4,2011 ^ WARNINB Verify design paramefers and READ NOTES ON THIS AND INCLUDED MTTEK RBFERENCB PAGB Mil 7473 rev JO'OS BBFORB USE Design valid tor use only with fvliTek connectors This design is based only upon parameters shown and is tor on individual building component Applicability ot design paramenters and proper incorporation of componenl is responsibilify ot building designer not truss designer Bracing shown IS for lateral support of individuol web members onty Additional temporary bracing to insure stability dunng construction is the responsibillity ot the erector Additional permanent bracing ot the overall structure is the responsitDility of lhe building designer For general guidance regarding fabncation quality control, storage delivery erection and bracing consult ANSI/TPIl Quality Criteria DSB 89 and BCSI Building Component Salety Infomnation available from Tnjss Plate Institute 281 t^ LeeSTreet Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane Suite 109 Citnjs Heights CA 95610 Job Tmss Tmss Type Qty Ply ITll-10017 Tmss Type R33830475 OAK_AVENUE CG01 Diagonal Hip Girder 2 1 Job Reference (ootionah A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MfTek Industnes Inc Fn Nov 04 13 15 52 2011 Page 1 IDhu0VbJNHc6ptglWwWoQ1oTySBcc-moPgTr4yfp1oX25HomskkOGg8JPb''a1wHb''Wr7yMXq5 tSd I Scales 1 235 3 54 RF LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 62 Vert(LL) -0 05 6-7 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 47 Vert(TL) -0 09 6-7 >999 180 BCLL 00 * Rep Stress Incr NO WB 0 78 Horz(TL) 0 02 6 n/a n/a BCDL 10 0 Code IRC2009/TPI2007 (Matnx) Weight 40 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No l&Btr 2X6DF 1800F 1 5E 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=543/0-4-9 (mm 0-1-8), 6=622/Mechanical Max Horz1=104(LC5) Max Uplifti =-100(LC 8), 6=-119(LC 8) Max Grav1=1169(LC 16), 6=1236(LC 15) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installaton guide FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-8=-2317/218, 2-8—2296/228, 3-6=-410/33 BOT CHORD 1-10—210/2165, 7-10—210/2165, 7-11=-210/2165, 6-11=-210/2165 WEBS 2-7—64/1050,2-6—2291/255 NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun-ent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections 6) This truss is designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TP11 7) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 288 lb down and 30 lb up at 2-9-8, 288 lb down and 30 lb up at 2-9-8, and 343 lb dovm and 44 lb up at 5-7-7, and 343 lb down and 44 lb up at 5-7-7 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) 1 n the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert. 1-3-70, 3-4=-40,1-5=-20 Concentrated Loads (lb) Vert 10=-134(F=-67, B=-67) 11=-299(F-149, B=-149) ^,2011 ^ WARNINa VenfydesrgnpnramefersandRBADNOTBSONTHIS AND INCLUDED MTTEK RBFERENCB PAGB Mil 7473 nm 10'OS BEFORE USE Design valid for use only with MiTek connectors This design is iDosed only upon porameteis shown ond is tor an individual building component Applicability of design paramenters and proper incoiporotion of component is responsitxBty ot buitaing designer - not tnjss designer Bracing shown IS tor taterol support of individual web membeis only Additional temporaiy bracing to insure statjility dunng constnjction is the responsibilDty of the erector Additional pennanenf brocing of fhe overall structure is Ihe responsibility of fhe building designer For general guidance regarding fabncation quality control sloroge delivery erection and bracing consult ANSI/TPIl Quality Criteria DSB 89 and BCSI Building Component Safety Information available from Tmss Plate Institute 281 N LeeSTreet Suite312 Alexandna VA22314 MiTek' rorarfl TO ^cnronM.' 7777 Greenbat* Lane Suite 109 Citrus Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 R33830476 OAK_AVENUE CGD2 Diagonal Hip Girder 1 1 1 " -Job Reference (optionah A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 IS 53 2011 Page 1 ID hu0VbJNHc6plgl\MvWoQ1oTySBcc-E7z3gB4aQ79f9CgTLUNzHcort)llk1s4VFk3NayMXq4 8-5-1 4-3-10 Scale 1I2"=1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 62 Vert(LL) -0 05 6-7 >999 240 MT20 220/195 TCDL 20 0 Lumtier Increase 1 25 BC 0 48 Vert(TL) -0 09 6-7 >999 180 BCLL 0 0 * Rep Stress Incr NO WB 081 Horz(TL) 0 02 6 n/a n/a BCDL 10 0 Code 1RC2009/TP12007 (Matrix) Weight 40 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No l&Btr 2X6DF1800F1 5E 2 X 4 DF Stud/Std 'Except* 3-6 2X4 DF No l&Btr REACTIONS (Ib/size) 1=548/0-4-9 (mm 0-1-8), 6=813/Mechanical Max Horz1=104(LC 5) Max Uplifti =-101(LC 8), 6=-161(LC 8) Max Grav1=1177(LC 16), B=1588(LC 15) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1 -8—2344/222, 2-8—2323/231, 3-6—731 /103 BOT CHORD 1-10=-213/2191, 7-10=-213/2191, 7-11=-213/2191, 6-11=-213/2191 WEBS 2-7=-64/1054, 2-6=-2315/258 NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, endosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concun-ent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chorti and any other members 5) Refer to girder(s) for truss to truss connections 6) This truss is designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 7) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 323 lb dowm and 86 lb up at 8-5-1 on top chord, and 288 lb down and 30 lb up at 2-9-8, 288 lb down and 30 lb up at 2-9-8, 343 lb down and 44 lb up at 5-7-7, and 343 lb down and 44 lb up at 5-7-7, and 73 lb down at 8-5-1 on bottom chord The design/selection of such connection device(s) IS the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3=-70 3-4=-40,1-5=-20 Continued on page 2 4.2011 ^ WARtffNG Verify dtassgn paramefers and READ NOTES ON THIS AND INCiMED mVEK REFERENCE PAGB MH 7473 rtai SO 'OS REFORB USS. Design valid for use only with MiTek connectore This design B based only upon parameters shown and is for an individual building component Applicabiiily of design paramenters and proper incorporation of component is responsibitity of building designer not truss designer Bracing shown IS for taterol support of individual web members only Additional temporary bracing to insure stability dunng constnjction is the responsibility of the erector Additional permanent txaang of the overall structure is the responsibility of the building designer For general guidance regarding fabncafion qualify control, storage delivery erection and braang consuff ANSJ/TPIl Quafify CrfJeiia DSB 89 and BCSI BuDdIng Component Safety Information available from Tnjss Plate institute 281 N LeeSTreef Suite312 Alexandna VA22314 MfTek' 7777 Greenback Lane Surte 109 Citms Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 R33830476 PAK_AVENUE CG02 Diagonal Hip Girder 1 1 -Job Reference (ODtionan A C Houston Lumber Co Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 53 2011 Page 2 ID huOVbJNHc6ptglWwWoQ1 oTySBcc-E7z3gB4aQ79f9CgTLUNzHcort)llk1 s4VFk3NayMXq4 LOADCASE(S) Standard Concentrated Loads (lb) Vert 6=-36(F) 3=-157(F) 10—134(F=-67, B—67) 11=-299(F—149, B—149) WARMNCr Vertfydisign paramefers andRFAD NOTES ON THIS AND INCLUDBa MTTEK REFERENCE PAGE Mil 7473 ren JO 'OS BBFORB USE Design valid lor use onty wi1h MiTek conneclors This design is leased onty upon paromeleis shown and is for an individual building component Applicability of design poramenfers and proper incorporation of component is responsibility ot building designer - not tnjss designer Bracing shov/n IS for lateral support of individual web members onfy Additional temporary bracing fo insure stability dunng construction is fhe responsibillity of fhe erector Additionol permanent biracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation qualify confrol storage delivery erection and tiracing consuff ANSIAPH Quality Criteria DSB 89 and BCSI BuRding Component Safety Information available from Tnjss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane Suite 109 Citnjs Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 R33830477 OAK_ AVENUE CG03 Diagonal Hip Girder 1 1 - -Job Reference (optionah ' A C Houston Lumber Co Inc , Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 54 2011 Pagel ID hu0VbJNHc6ptglWwWoQ1oTySBcc-iBXRuW5CBRHWmMFfvBuCppL''a667TWcDkvUdw0yMXq3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 69 Vert(LL) -OOS 9 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 41 Vert(TL) -0 11 8-9 >999 180 BCLL 00 * Rep Stress Incr NO WB 0 65 Horz(TL) 0 03 7 n/a n/a BCDL 100 Code 1RC2009/TP12007 (Matnx) Weight 53 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF Nol&Btr 2X6DF 1800F 1 5E 2 X 4 DF Stud/Std 'Except* 4-7 2X4 DFNo l&Btr BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 1=665/0-4-9 (mm 0-1-9), 7=1242/Mechanical MaxHorz1=126(LC5) Max Uplift1-80(LC 8), 7-166(LC 8) Max Grav1=1437(LC 17), 7=2215(LC 16) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-10—3163/175, 10-11—3128/176, 2-11—3044/187, 2-12—2005/128, 12-13—1972/132, 3-13=-1892/137, 4-7=-516/56 BOT CHORD 1-15-174/2935, 9-15-174/2935, 9-16-174/2935, 8-16-174/2935, 8-17=-125/1870, 7-17-125/1870 WEBS 3-8—10/1128, 3-7—2204/156, 2-9—1/355, 2-8=-1298/80 NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf h=25ft, B=45ft, L=24fl, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations, which include cases with reductions tor multiple concunent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections 6) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 23 lb up at 2-9-8, and 285 lb down and 36 lb up at 5-7-7, and 325 lb down and 94 lb up at 8-5-6 on top chord, and 288 lb down and 30 lb up at 2-9-8, 1 lb up at 2-9-8, 35 lb down at 5-7-7, 343 lb down and 44 lb up at 5-7-7, 75 lb down at 8-5-6, and 403 lb down and 16 lb up at 8-5-6, and 448 lb down and 49 lb up at 10-3-11 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B) LOADCASE(S) Standard Continued on page 2 MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide ^,2011 WARNING Vcripj desrgn paramefsa^ and READ NOTES ON TTf/S AND INChUDED imTBK RBFERENCB FAGB MTI 7473 rev 10 '08 BEFORE USE Design valid TOT use only with MiTek connectors This design ts based only upon parameters shown and is for an individual building componenl Applicability of design paramenters and proper incorporation of component ts responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web members onfy Additional temporor/ bracing to insure slobitlty dunng consfruction is fhe responsibiffify of the erector Additional permanent bracing ot the overall structure is the responsibility of fhe building designer For general guidance regarding fabncafion quality control, storage delivery erection and bracing consult ANSl/TPfl Qualify Crffena DSB-8? ond BCSI BuBcfingComponenf Safety Information available from Tnjss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 11 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job OAK AVENUE Tmss Tmss Type Qty Ply 1T11-10017 R33830477 CG03 Diagonal Hip Girder 1 1 Job Reference (ootional) A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 54 2011 Page 2 ID hu0VbJNHc6ptglV\/wWoQ1oTySBcc-lBXRuVV5CBRHWmMFfvBuCppL'>a667TWcDkvUdw0yMXq3 LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-4—70, 4-5=^0,1-6=-20 Concentrated Loads (lb) Vert 7=-300(F) 11=2(B) 13—62(B) 14=-132(B) 15=-66(F—67, B=1) 16=-167(F=-149, B=-18) 17—277(F—239, B—38) ^ WARNING VertfydesignparametersandftFADNOTESONTHIS AND INCL!IDBD MTTEK RBFERENCB PAGE Mn 7473 rea JO'OS BEFORE USB Design valid for use ont/ with MiTek connectore This design is based onty upon parameters shown and is for an individual building component Applicability of design paramenters and iDToper incorporation ot component is responsibility of building designer not tnjss designer Bracing shown IS for lateral support of individual web members onty Additional temporaiy bracing to insure stability dunng constnjction is the responsibillity of fhe erector Additional permanenf bracing of the overall structure is fhe responsibility of the building designer For general guidance regarding tabncotion quality control storage delivery erection and bracing consult ANSl/TPll Qualify Critena DSB-89 and BCSI BuUding Component Safety Information available from Tmss Plate Institute 281 N LeeSTreet Sui1e312 Alexandna VA223I4 1^ MiTek' 7777 Greenback l^ne Suite 109 Citrus Heights CA, 95610 Job Tmss Truss Type Qly Ply ITll-10017 R33830478 qAK_AVENUE CG04 Special Tmss 1 1 -Job Reference (optionah A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 56 2011 Paget IDhu0VbJNHc6pfglWAvWtoQ1oTySBcc-faeBJC7Tj2XE0fP21cwguEQJ1wmLxNHWBDzk_vyMXq1 «6 = " 9 *6 = 20 8 3X4 = 2' 7 22 |X " 3« = 1 3-3-7 1 6*13 1 9 10-4 i 13-1 10 3-3-7 ' 3-3-7 ' 3-3-7 ' 3-3-7 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code 1RC2009/TP12007 CSI TC 0 82 BC 0 49 WB 0 89 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0 09 7-8 >999 240 VertffL) -0 18 7-8 >867 180 Horz(TL) 0 05 6 n/a n/a PLATES GRIP MT20 220/195 Weight 73 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF Nol&Btr 2X6 DF 1800F 1 5E 2 X 4 DF Stud/Std "Except* 2-10 2X4 DFNo l&Btr BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 6=860/0-4-9 (mm 0-1-15), 10=1863/Mechanical MaxHorz10=-159(LC4) Max Uplifl6=-65(LC 8), 10=-251(LC 8) Max Grav6=1821(LC 19), 10=2916(LC 13) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD BOT CHORD WEBS 3-13—1757/149, 13-14=-1853/144, 4-14—2058/178, 4-15—3367/188, 15-16=-3528/187, 5-16-3554/183, 5-17=-4093/162, 17-18=-4271/152, 6-18=-4299/148, 2-10-358/19 10-19=-85/1845, 9-19—85/1845, 9-20=-126/3363, 8-20=-126/3363, 8-21 =-122/4005, 7-21=-122/4005, 7-22—122/4005, 6-22—122/4005 3-10—2593/214, 3-9^2/1749, 4-9=-1902/66, 4-8=0/431, 5-8=-920/0 NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf, h=25ft B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertcal left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations which include cases with reductions for multiple concurrent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections 6) This truss is designed in accordance with fhe 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced StandanJ ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325 lb down and 94 lb up at 4-8-4, 325 lb down and 94 lb up at 4-8-4, 285 lb down and 36 lb up at 7-6-3, 285 lb down and 36 lb up at 7-6-3, and 249 lb down and 23 lb up at 10-4-2, and 249 lb down and 23 lb up at 10-4-2 on top chord, and 516 lb down and 59 lb up at 0-0-0, 481 lb down and 53 lb up at 1-10-5, 481 lb down and 53 lb up at 1-10-5, 75 lb down at 4-8-4, 75 lb down at 4-8-4, 35 lb down at 7-6-3, 35 lb down at 7-6-3, and 1 lb up at 10-4-2, and 1 lb up at 104-2 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard Continued on page 2 ^ WARmNa Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PACzE Mil 7473 rea JO'OS BEFORE USE Design valid for use only with MiTeIc connectors This design is based only upon parameters shown and ts for an individual building component AppHcabiiity of design paramenters 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 dunng construction is the responsibillity ot the erector Additional permanent braang of fhe overoll structure is the responsibility of the building designer For general guidance regarding fabncation qualify control storage delivery erection and bracing consult ANSl/TPll QuaTity Critena DSB 89 and BCSI Building Component Safely Information available from Tnjss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 J MiTek' mwcit ra fEnroflM.' 7777 Greenback Lane Surte 109 Citrus Heights CA 95610 Job Tmss Tmss Type Qty Ply ITll-10017 R33830478 OAK_AVENUE CG04 Speaal Tmss 1 1 •• • Job Reference (optionaH A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 56 2011 Page 2 ID huOVbJNHc6ptglWA«WoQ1 oTySBcc-faeBJC7T|2XE0fP21 cwguEQ Jl wmLxNHWBDzk_vyMXq1 LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Unifonn Loads (pit) Vert 1-2=-40, 2-6—70, 6-11—20 Concentrated Loads (lb) Vert 11^394(F) 14=-264(F=-132, 6^132) 15-124(F-62, B-62) 17=5(F=2, B=2) 19=-e79(F=-339, B-339) 20-75(F-38, B=-38) 21-35(F-18, B=-18) 22=1(F=1, B=1) ^ WARmNB Verify desrgn parameters and READ NOTSS ON THIS ANO INCLUDED MTTEK REFERBNCE FAGB mt 747-! ro. JO '08 BEFORE USB Design valid for use only with MiTeic connectors This design is iDosed only upon parameters shown and is for on individual building component Applicability of design paramenters and proper incorporation of component is responsibihty of building designer - not tnjss designer Bracing shown IS for lateral support of individual web members only Additional temporaiy txacing to insure stability dunng consfruction is the responsibillily of the erector Additional permanent bracing ot the overall sfructure is the responsibility of the building designer For general guidance regarding fabncation qualify control storage delivery erection and bracing consult ANSIAPH Quality Criteria DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' fOWER TO pCftFVRK 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Tmss Tmss Type Qty Ply ITll-10017 R33B30479 OAK_AVENUE CG05 Diagonal Hip Girder 2 1 Job Reference (ootional) A C Houston Lumber Co Inc Indio CA 92201 I 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 57 2011 Page 1 IDhu0VbJNHc6ptglWwWoQ1oTySBcc-7mCZVW85UMf5ep_EaKRvRSzQ5K7UgqUfQtiHWLyMXq0 Plate Offsets (X.Y^ [1 0-2-0.0-1-81.13 0-3-3.Edoe] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/TPI2007 CSI TC 0 99 BC 0 43 WB 0 89 (Matnx) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) l/defl L/d PLATES GRIP 0 05 6-7 >999 240 MT20 220/195 0 11 6-7 >999 180 MT16 152/158 0 03 6 n/a n/a Weight 48 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF 2400F 2 OE 2X6DF1800F1 5E 2X4 DF No l&Btr'Except* 2-7 2X4 DF Stud/Std BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 1=599/0-4-9 (min 0-1-8), 6=904/Mechanical MaxHorz1=133(LC5) Max Uplifti =-36(LC 8) 6=-87(LC 8) Max Grav 1=1365(LC 16), 6=1778(LC 15) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-8=-2776/33, 2-8—2565/37, 2-9=-298/55 3-6=-841/138 BOT CHORD 1-11 =-49/2512, 7-11=-49/2512, 7-12=-49/2512, 12-13=-49/2512, 6-13=-49/2512 WEBS 2-7=0/771,2-6=-2557/62 NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations, which indude cases with reductions fbr multple concurrent live loads 3) All plates are MT20 plates unless othenwse indicated 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas virhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections 7) This truss is designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 8) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 9) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 44 lb up at 2-9-8, 249 lb down and 44 lb up at 2-9-8, and 325 lb down and 93 lb up at 8-5-6, and 325 lb down and 98 lb up at 8-5-6 on top chord, and 1 lb up at 2-9-8, 1 lb up at 2-9-8, 343 lb down at 5-7-7, 343 lb down at 5-7-7, and 75 lb down at 8-5-6, and 75 lb down at 8-5-6 on bottom chord The design/selection of such connection device(s) is the responsibility of others 11) In the LOAD CASE(S) section, loads applied to the face ofthe tmss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plO Vert 1-3—70 3-4=-40 1-5—20 Continued on page 2 ber 4,2011 VIARMNG Venfy desi^ paramefers an d READ NOTES ON THIS AND FNCLllDFJS MTEK REFERENCE FAGB MI 747'i 10 OS BEFORE USB Design valid for use only with fvUTek connectors This design is based onty upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of componenl is responsibility of building designer - not tnjss designer Bracing shown IS for katera) support of individual web number? only Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation qualify controL storage defivery erection and bracing consult ANSI/TPM Quality Orteria DSB-B9 ond BCSI Building Component Safety Infomiatfon available from Tnjss Plate Institute 261 N Lee Street Suite 312 Alexandna VA 22314 MiTek' FCFW£«T1 7777 Greenback Lane Suite 109 Citnjs Heights CA 95610 Job OAK AVENUE Tmss CG05 Tmss Type Diagonal Hip Girder Qty 2 Ply ITll-10017 Job Reference (optionah R33830479 A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 57 2011 Page 2 ID huDVbJNHc6ptglWwWoQ1oTySBcc-7mCZWY85UMf5ep_EaKRvRSzQ5K7UgqUfQtiHWLyMXq0 LOADCASE(S) Standard Concentrated Loads (lb) Vert. 8=5(F=2, B=2) 10= •264(F=-132, B=-132) 11=1(F=1, B=1) 12=-299(F=-149, B—149) 13—75(F=-38, B—38) ^ WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE Mil 7473 rea JO OS BEFORE USB Design valid for use only with MiTek connectore This design is based only upon poromelere shown and is for on individual building component Applicability of design poromentere and proper incorporation of component is responsibility ot building designer - nol tnJss designer Bracing shown ts for lateral support of individual web membere onty Additional temporary bracing to insure stability dunng construction is the responsibilfity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation quolify control, storage deliveiy erection and bracing consult ANSI/TPh Quality Criteria DS8-89 and BCSI BuUding Component Safefy Infonnation available from Truss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback ILane Suite 109 Crtrus Heights CA 95610 Job Tmss Tmss Type Qty Ply ITll-10017 R33830480 OAK_AVENUE CG06 Diagonal Hip Girder 2 1 • Job Reference foptionall A C Houston Lumber Co Inc Indio CA 92201 2 10-10 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 58 2011 Page 1 IDhu0VbJNHc6ptglWrt'WoQ1oTySBcc-bymyku8jFtnxFzZR81y8_ft/l3kUrPQZpfXSq3nyMXq'> 1 2-8-7 2x4 11 Scale = 1 IBS 2 10-10 Plate Offsets (X.Y). [4 0-0-0.0-1-5]. [4 0-1-9.0-7-0) LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code IRC2009/rPI2007 DEFL Vert(LL) VertffL) Horz(TL) in (loc) l/defl L/d PLATES GRIP 0 02 5 >999 240 MT20 220/195 0 02 5 >999 180 0 01 4 n/a n/a Wteight 24 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF Nol&Btr 2X4 DFNo l&Btr 2 X 4 DF Stud/Std 'Except* 2-6 2X4 DFNo l&Btr BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 6=277/Mechanical, 4=266/0-4-9 (min 0-1-8) MaxHorz6=-81(LC4) Max Uplift6=-27(LC 8), 4—19(LC 8) Max Grav6=766(LC 13), 4=757(LC 17) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 3-9=-1222/32, 4-9=-1241/24, 2-6=-417/20 BOT CHORD 5-6=-8/1113, 4-5—8/1113 WEBS 3-6=-1210/54, 3-5=0/325 NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights), cantilever left and right exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations which include cases with reductions for multiple concurtent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent 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 5) Refer to girder(s) for truss to truss connections 6) This truss IS designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 44 lb up at 2-9-10 on top chord, and 1 lb up at 2-9-10 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as fronf (F) or back (B) LOAD CASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-2=-40, 2-4=-70, 4-7—20 Continued on page 2 MiTek recommends that Stabilizers and required cross bracing be installed dunng tmss erection, in accordance with Stabilizer Installation guide ?'2-31-11 fOF( <4,2011 ^ WARMING i erify design parameter and READ NOTES ON THIS AND INTLimSD MTTEK REFERENCE PAGB Mil 7473 ra, JO'OStUS'ORE USB Design valid for use only with MiTek connectois This design is based only upon parameters shown and is for on individual building component Appficabllity of design poromentere and proper incorporation of component is responsibility of building designer not truss designer Bracing shown IS for lateral support of individual web memt:>ers only Additional temporary bracing to insure stability dunng construction is fhe responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSIAPH Qualify Cntena DSB.89 and BCSI Building Component Safety Information available from Tiuss Plate Institute 281 N LeeSTreet Suife3l2 Alexandria VA223I4 MiTek' fOWER TO PKRrOHK 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Tmss Truss Type Qty Ply ITll-10017 Truss Type R3383D480 DAK_AVENUE CG06 Diagonal Hip Girder 2 1 -Job Reference (optionah A C Houston Lumber Co Inc , Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 58 2011 Page 2 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-bymyku8jFfnxFzZR81y8_n/l3kUrPQZpfXSq3nyMXq'' LOADCASE(S) Standard Concentrated Loads (lb) Vert 3=2(F) 5=-66(F=1) ^ WARNING Venfydeslgaparam:^ersandREADNOTBSONTHISANDmrj.,UDBDMTTEKRBFERENCEPACTBMn7473rei, JO'OS BEFORE USE Design volid for use only with MiTek connectore This design is based only upon porametere shown and is for on individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer nof truss designer Bracing shown IS for lateral support of individual web membere only Additional temporaiy bracing to insure stability dunng construction is the responsibillity of the erector Additional permanent braang of the overall structure is the responsibility of the building designer For general guidance regarding fabncation quality controL storage delivery erection and brocing consull ANSI/TPIl Qualify CrHena DSB 89 and BCSI Building Component Safety Information available from Truss Plate Institute 281 N LeeSTreet Suite312 Alexandna VA22314 MiTek' 7777 Greenbadc Lane Suite 109 Citrus Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 Tmss Type R33830481 OAK_AVENUE CG07 Diagonal Hip Girder 2 1 Job Reference (optionall A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 15 59 2011 Page 1 ID hu0VbJNHc6ptglWWWoQ1oTySBcx;-39KKxE9L0zvol78dikUNWt2nb7nNanUyuBBObDyMXq_ 3 89 r;r _Mr3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 92 Vert(LL) -0 05 6-7 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 53 Vert(TL) -0 08 6-7 >999 180 BCLL 00 * Rep Stress Incr NO WB 0 67 Hofz(TL) 0 02 6 n/a n/a BCDL 100 Code 1RC2009/TP12007 (Matnx) Weight 39 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF Nol&Btr 2X6DF 1800F 1 5E 2 X 4 DF Stud/Std 'Except* 3-6 2 X 4 DF No 1&Btr BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 1=430/0-4-9 (mm 0-1-8), 6=568/Mechanical Max Horz1=110(LC 5) Max Uplifti =-25(LC 8) Max Grav1=1086(LC 16), 6=1220(LC 15) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-8=-2094/3, 8-9=-2062/4, 2-9-1882/5, 3-6-361/26 BOT CHORD 1-11—21/1896, 7-11—21/1896, 7-12=-21/1896, 6-12=-21/1896 WEBS 2-7=0/543,2-6-2023/41 Stmctural wood sheathing directly applied or 2-5-14 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng tmss erection, in accordance with Stabilizer Installation guide NOTES 1) Wind ASCE 7-05 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=4Sft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations, which include cases with reductions for multple concunent live loads 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This tmss has been designed fbr 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 5) Refer to girder(s) for tmss to tmss connections 6) This truss is designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 44 lb up at 2-9-8, and 249 lb down and 44 lb up at 2-9-8 on top chord, and 1 lb up at 2-9-8,1 lb up at 2-9-8, and 343 lb down at 5-7-7, and 343 lb down at 5-7-7 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or tiack (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert. 1-3=-70, 3-4=^0, 1-5=-20 Concentrated Loads (lb) Vert 9=5(F=2, B=2) 11=1(F=1, B=1) 12=-299(F-149, B-149) ember 4,2011 ^ WARNINa Venfy design parameters and READ NOTES ON THIS AND INCLUDm MTTEK REFERENCE PAGB MD 7473 rea JO'OS BBFORB USB Design valid for use only with MiTek connectois This design is based only upon parameters shown and is for on individual building component Applicability of design paramentere and proper incorrxiration 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 dunng construction is the responsibillity of the erector Additional permanent tXQcing of the overall structure is the responsibility ot the building designer For general guidance regarding fabncation quality controL storage delivery erection and bracing consult ANSl/TPll Quality Criteria DSB 89 and BCSI Building Component Safefy Information available from To/ss Plafe Insfifufe 281 N LeeSTreel Suife312 Alexandna VA22314 II MiTek' POWER TO PERFORM. 7777 Greenback Lane Suite 109 Crtrus Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 R33830482 OAK_AVENUE CG08 Diagonal Hip Girder 2 1 Job Reference (optionall • A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 00 2011 Page 1 ID hu0VbJNHc6ptglWWWoQ1oTySBcc-XLui8aAznHiri/HipGS''c34b'"X7htDe66rxx6gyMXpz 1-1-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 75 Vert(LL) -0 05 6-7 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 52 Vert(TL) -0 09 6-7 >999 180 BCLL 0 0 * Rep Stress Incr NO WB 0 74 Horz(TL) 0 02 6 n/a n/a BCDL 10 0 Code IRC2009/TPI2007 (Matrix) Weight 40 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2 X 4 DF 2400F 2 OE 2X6DF 1800F1 5E 2 X 4 DF Stud/Std 'Except* 3-6 2X4 DFNo l&Btr BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 1=453/0-4-9 (mm 0-1-8), 6=574/Mechanical Max Horz 1=114(LC 5) Max Uplift1-24(LC 8) 6-2(LC 8) Max Grav1=1123(LC 16), 6=1203(LC 15) Structural wood sheathing directly applied or 4-1-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng tmss erection, in accordance with Stabilizer Installation guide FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-6=-2171/0, 8-9=-2139/1, 2-9-1960/2, 3-6-363/27 BOT CHORD 1-11 =-16/1965, 7-11—16/1965, 7-12—16/1965, 6-12—16/1965 WEBS 2-7=0/589,2-6—2095/40 NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24n, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights), cantilever left and nght exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcunent 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 5) Refer to girder(s) for truss to truss connections 6) This truss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 7) This truss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 44 lb up at 2-9-8, and 249 lb down and 44 lb up at 2-9-8 on top chord, and 1 lb up at 2-9-8, 1 lb up at 2-9-8, and 343 lb down at 5-7-7, and 343 lb down at 5-7-7 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face ofthe tmss are noted as front (F) or back (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Uniform Loads (plf) Vert 1-3—70, 3-4=-40, 1-5—20 Concentrated Loads (lb) Vert 9=5(F=2, B=2) 11=1(F=1, B=1) 12=-299(F=-149, B-149) ^ WARNING Venfy design parameters and READ NOTES ON miS AND INCLUDED MTTEK REFERENCE PACX Mil 7473 rea 10 08BBFORBUSB Design volid for use only with MiTek connectore This design is based only upon porameteis shown and is for an individual building component Applicability of design paramentere and proper incorp>oration ot component is responsibility ot building designer not truss designer Bracing shown IS for lateral support of individual web membere only Additional temporary bracing to insure stability dunng construction is fhe responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the bultamg designer For general guidance regarding fabncation quality contnDl, storage defivery erection and bracing consult ANSI/TPIl Quality Criteria DSB 89 and BCSI Building Component Sofety Informatton available from Truss Plafe Institute 281 N LeeSTreet Suite312 Alexandna VA223I4 MiTek' FOM-ER TO PeiRFUHM. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Tmss Type Qty Ply ITll-10017 Tmss Type R33830483 OAK_AVENUE CJ01 Jack-Open Tmss 10 1 .lob Reference (optional) A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 00 2011 Page 1 IDhu0VbJNHc6ptglWivWoQ1oTySBcc-XLui8aAznH1A/HjpGS'>c34b78XECIOC66Da6gyMXpz 1 Plate Offsets (X.Y) \2 Edae.0-1-4]. [2 0-1-7.0-5-10) LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 DEFL in (loc) l/defl L/d Vert(LL) -0 00 3 >999 240 VertfTL) -0 00 2-3 >999 180 Horz(TL) 0 00 3 n/a n/a PLATES GRIP MT20 220/195 Weight 7 lb FT = 20% LUMBER TOP CHORD 2X4DFNo1SBtr BOT CHORD 2X4 DFNo l&Btr WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=19/Mechanical, 2=87/0-3-8 (mm 0-1-8), 1=68/Mechanical Max Horz 1=-35(LC 10) Max Uplift2=-18(LC 10), 1=-10(LC 10) Max Grav3=39(LC 3), 2=383(LC 17), 1=364(LC 16) BRACING TOP CHORD BOT CHORD Stmctural wood sheathing directly applied or 1-11-11 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng tmss erection, in accordance with Stabilizer Installation guide FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) zone, cantilever left and right exposed , end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinations, which indude cases with reductions for multiple concurtent live loads 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections 6) This tmss is designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in fhe analysis and design of this tmss LOADCASE(S) Standard ^ WARNING Venfy design parameters and RFJiD NOTES ON THIS AND INCLUDFJ) MTTEK REFERENCE PAGB mi 7473 rea JO 'OS BEFORE USE Design valid for use only vflth MiTek connectore This design is based only upon parameters shown and is for on individual building component Applicability of design paramentere and proper incorporation of component is responsibility of building designer not truss designer Bracing shown IS for taterol support of individuol web members only Additional temporary bracing to insure stability dunng 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 fabncation quafity controL storage defivery erection and bracing consult ANSl/TPll Quafity Criteria DSB 89 and BCSI Bufiding Component Safety Inforniation ovaitable from TnJss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA22314 MiTek' pawcR TO PCRroNM. 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Tmss Tmss Type Qty Ply ITll-10017 Tmss Type R33S30484 0AK_AVENUE CJ02 Jack-Open Tmss 10 1 -Job Reference (optional) A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 16 01 2011 Paget ID hu0VbJNHc6ptglWwWoQ1oTySBcc-'?XS4MwBbYa9W5QH7p9Wrbl7D2xYha-SFLVgVe6yMXpy 3-11 11 I 3 1111 Scale = 1 172 Plate Offsets (X.Y) [2 Edae.0-1-4]. [2 0-1-7.0-5-10] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 01 2-3 >999 240 Vert(TL) -0 02 2-3 >999 180 Horz(TL) 0 00 3 n/a n/a PLATES GRIP MT20 220/195 Weight 12 lb FT = 20% BRACING TOP CHORD BOT CHORD LUMBER TOP CHORD 2X4 DFNo l&Btr BOT CHORD 2X4 DFNo l&Btr WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=38/Mechanical, 2=169/0-3-8 (min 0-1-8), 1=132/Mechanical Max Horz1=-62(LC 10) Max Uplift2=-32(LC 10), 1=-24(LC 10) Max Grav3=75(LC 3), 2=438(LC 17), 1=400(LC 16) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This buss has been designed for basic load combinatons, which include cases with reductions for multple concunent live loads 3) This t-uss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This tmss 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 5) Refer to girder(s) for truss to truss connections 6) This tuss IS designed in accordance with the 2009 International Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard Stmctural wood sheathing directly applied or 3-11-11 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng truss erection, in accordance with Stabilizer Installaton guide ^ WARNING Verify design parami*ers andRBAD NOTES ON THIS AND INCUIBBD MTTEK REFERBNCE PAGB Mil 747% rea JO 'OS BEFORE USE Design vofid for use only with MiTek connectore This design is based only upon porametere shown and is for on individual building component Applicabifity of design paramentere and proper incorporation of component is responsibifity of building designer not tnjss designer Bracing shown IS for lateral support of individual web membere only Additional temporary tiracing to insure statDility dunng construction is fhe responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncafion quality control storage delivery erection and bracing consult ANSI/TPIl Quafity Criteria DSB 89 and BCSI BuUding Component Safety Inforniation available from TnJSs Ptate Institute 281 N LeeSTreet Suite3!2 Alexandna VA 22314 ffl MiTek POWER TO PenFVKM. 7777 Greenback Ijne Suite 109 Crtrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830485 OAK_AVENUE CJOS Jack-Open Tmss 4 1 1 Job Reference (optional) A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 16 02 2011 Paget IDhu0VbJNHc6ptglVWirWoQ1oTySBcc-Tk0S2GBEIuHNkasCNt148VgH6LsHLIiOa9Q2BYyriflXpx Scale = 1 233 _Plate Offsets (X.Y) [2 0-0-0.0-1-4]. [2 0-1-7.0-5-101 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TP12007 CSI TC 0 97 BC 0 26 WB 0 00 (Mat-ix) DEFL in (loc) l/defl L/d Vert(LL) -0 05 2-3 >999 240 Vert(TL) -0 13 2-3 >537 180 Horz(TL) 0 00 1 n/a n/a PLATES GRIP MT20 220/195 Weight 18 lb FT = 20% BRACING TOP CHORD BOT CHORD Stuctural wood sheathing directly applied Rigid ceiling directly applied or 10-0-0 oc bracing LUMBER TOP CHORD 2X4 DFNo l&Btr BOT CHORD 2X4 DFNo l&Btr WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=58/Mechanical, 2=259/0-3-8 (mm 0-1-8), 1=202/Mechanical Max Horz3=-89(LC 10) Max Uplift2=^(LC 10), 1—81(LC 10) Max Grav3=115(LC 3), 2=498(LC 17), 1=440(LC 16) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-0-12 to 4-3-11, lntenor(1) 4-3-11 to 5-9-15 zone, cantilever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber DOL=1 60 plate gnp D0L=1 60 2) This truss has been designed for basic load combinatons, which include cases with reductions for multple concurtent live loads 3) This tuss has been designed for a 10 0 psf bottom chorcl live load nonconcurrent vinth any other live loads 4) ' This tmss 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 5) Refer to girder(s) for tmss to tmss connections 6) This tmss is designed in accordance with the 2009 Intematonal Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tuss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard MiTek recommends that Stabilizers and required cross bracing be installed dunng tmss erection, in accordance with Stabilizer Installaton guide ember 4,2011 ^ WARMING Venfydeslgnparamete^andREADNOTBSONTHIS AND INCLUDED MITEK RBFERENCB PAGE mi 7473 rai JO'OS BEFORE USB Design vafid for use only with MiTek connectore This design is based only upon porametere shov^ and is for an individual building component Applicabifity of design paramentere and proper incorporafion of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web membere only Additional temporary Ixacing to insure stabifity dunng constnjction is the responsibiifity of fhe erector Additional permanent bracing of the overafi structure ts the responsibifity of the building designer For general guidance regarding fabncation quality control storage defivery erection and bracing consult ANSI/TPIl QuaFrty Criteria DSB.89 and BCSI Buildtng Component Safety Information available from Truss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 !l MiTek POWER TO PERFORM 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830486 OAK_AVENUE CJ03A Jack-Open Tmss 1 1 Job Reference (optional) A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 03 2011 Page 1 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-ywaqnbCs3CPEMkROxaYJhjDTMIDi4lxYop9bj''yMXpw Plate Offsets (X.Yl [1 0-0-0.0-1^]. [1 0-1-7.0-5-10] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 ' BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0 94 BC 0 25 WB 0 00 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 05 1-3 >999 240 Vert(TL) -012 1-3 >573 180 Horz(TL) -0 00 2 n/a n/a PLATES MT20 GRIP 220/195 Weight 18 1b FT = 20% LUMBER BRACING TOP CHORD 2X4 DFNo l&Btr TOP CHORD BOT CHORD 2X4 DFNo l&Btr BOT CHORD WEDGE Left 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=197/Mechanical, 3=56/Mechanical, 1=254/0-3-8 (min 0-1-8) Max Horz1=87(LC 10) Max Uplift2-79(LC 10), 1=-4(LC 10) Max Grav2=438(LC 17), 3=113(LC 3), 1=494(LC 16) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 5-9-7 zone, cantlever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This tuss has been designed for basic load combinations, which include cases with reductions for multple concunent live loads 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This fruss 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-O-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to tmss connections 6) This tuss IS designed in accordance with the 2009 Intematonal Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard Structural wood sheathing directy applied or 2-2-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng tmss erection, in accordance with Stabilizer Installation guide 4,2011 ^ WARmm Verify design param^ers and READ NOTES ON THIS AND mCLllDBD MTTEK RBFERENCB PAGE Ml 7473 rea JO'OS BBFORB USB Design vafid for use only with MiTek connectore This design is based only upon porametere shown and is for on individual building component Applicability of design paramenfers and proper incorporation of componenl is responsibility of building designer - not truss designer Brocing shown IS tor lateral support of individual web membere only Additional temporary bracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of the overall sfructure is the responsibility of the building designer For general guidance regarding fabncation quafity control storage defivery erection and brocing consult ANSI/TPIl Quality Criteria DSB 89 and BCSI Building Component Safefy Information available from Tnjss Plate Institute 281 N Lee Street Suite 312 Alexandna VA 22314 MiTek' POWER TO PERPURM.- 7777 Greenback Lane Surte 109 Citms Heights CA, 95610 Job Tmss Tmss Type Qty Ply IT11-10017 Tmss Type R33B30487 OAK_AVENUE CJ04 Jack-Closed Tmss 2 1 Job Reference (optional) A C Houston Lumber Co Inc , Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfcies, Inc Fn Nov 04 13 16 03 2011 Page 1 ID hu0VbJNHc6ptgl)/VwWoQ1oTySBcc-ywaqnbCs3CPEMkROxaYJh|Db9l9e4ijYop9bi'?yMXpw 7 11 1) , Scate = 1 29 2 500I12 7 11-11 Plate Offsets (X.Y) [4 0-0-0.0-1-4]. [4 0-1-7.0-5-10] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 16 4-5 >564 240 VertfTL) -0 41 4-5 >226 180 Hoiz(TL) 0 01 4 n/a n/a PLATES MT20 GRIP 220/195 Weight 34 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DFNo1&Btr 2X4 DF No l&Btr 2X4 DF No l&Btr'Except' 3-5 2X4 DF Stud/Std BRACING TOP CHORD BOT CHORD WEDGE Right 2 X 4 DF Stid/Std REACTIONS (Ib/size) 4=346/Mechanical, 5=359/Mechanical Max Horz5=-140(LC 6) Max Uplift4=-27(LC 10), 5=-41(LC 10) Max Grav4=556(LC 19), 5=578(LC 15) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 3-8-558/182, 8-9=-585/172, 4-9-612/170, 2-5=-416/118 BOT CHORD 4-5-110/531 WEBS 3-5-587/252 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng tuss erection, in accordance with Stabilizer Installaton guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft, Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Ex1enor(2) 0-0-0 to 4-1-14, Intenor(l) 4-1-14 to 7-10-15 zone, cantlever left and nght exposed , end vertical left and right exposed C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This huss has been designed fbr basic load combinations, which include cases with reductions for multple concurrent live loads 3) This buss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) ' This buss 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 t>ottom chord and any other members 5) Refer to girder(s) for buss to buss connections 6) This tmss is designed in accordance with the 2009 Intematonal Residenbal Code sections R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 7) This buss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOAD CASE(S) Standard ber 4,2011 A WARtam Verify design paramt^ers and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB ml 7473 rea JO'OS BEFORE USE Design vafid for use onty with MiTek connectore This design is based only upon porametere shown and is for on individual building component Appficabllity of design paramenters and proper incorporation of component is responsibility of building designer not truss designer Bracing shown IS for lateral support of individual web memtjere only Additional temporary bracing to insure stabifity dunng construction ts the responsibillity of the erector Additional permanent bracing of the overoll structure is the responsibility of the building designer For general guidance regarding fabncafion quafity controL storage defiveiy erection and bracing consult ANSl/TPll Quafity Critena DSB-B9 and BCSI Bufiding Component Salety Information available from Tnjss Plate institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 Mifek' POWER TD PERrORM. 7777 Greenback Lane Surte 109 Citnjs Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830488 OAK_AVENUE CJ05 Jack-Closed Trass 1 1 Job Reference (optional) ' A C Houston Lumber Co , Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industies Inc Fn Nov 04 13 16 04 2011 Paget IDhu0VbJNHc6ptglWwWoQ1oTySBcc-Q67D_xDUqVY5zu0aVI3YDwll78avp7Ah1Tv9FRyMXpv L23 I 5 00 Ll2. Plate Offsets (X.Y). [4 0-0-0.0-1-4]. [4 0-1-7.0-5-101 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TP12007 DEFL in (loc) l/defl Ud Vert(LL) -0 01 4-5 >999 240 VertfTL) -0 04 4-5 >999 180 Horz(TL) 0 01 4 n/a n/a PLATES GRIP MT20 220/195 WeighL 41 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No l&Bb 2X4 DF Nol&Btr 2 X 4 DF Stud/Std 'Except' 2-6 2X4 DFNo l&Bb BRACING TOP CHORD BOT CHORD WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 6=414/Mechanical, 4=401/Mechanical MaxHorz6=-160(LC6) Max Uplift6=.47(LC 10), 4—32(LC 10) Max Grav6=613(LC 15), 4=592(LC 19) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOPCHORD 3-10=-720/123, 10-11—734/111, 4-11=-764/110, 2-6=-420/128 BOT CHORD 5-6=-48/667, 4-5=-48/667 WEBS 3-6-724/174 Sbuctural wood sheathing directy applied or 6-0-0 oc puriins, except end verhcals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng buss erection, in accordance with Stabilizer Installafaon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, ExpC, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-0-0 to 4-2-15, lnterior(1) 4-2-15 to 9-1-7 zone, canblever left and nght exposed , end vertcal left and right exposed C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This tuss has been designed for basic load combinations, which include cases with reductions for multple concunent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 4) ' This buss has been designed for a live load of 20 Opsf on ttie 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 5) Refer to girder(s) for tmss to tmss connectons 6) This tuss IS designed in accordance with the 2009 Intematonal Residenbal Code sectons R502 11 1 and R802 10 2 and referenced standarti ANSI/TPI 1 7) This t-uss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent witti any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard ^ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED mrSK REFERENCE PAGB mi 7473 rea JO'OS BEFORE USB Design valid for use only with fyiiTek connectore This design is based only upon porametere shown and is for an individual building component ApplicabiSfy of design paramentere ond proper incorporation of component is responsibility of building designer nof truss designer Bracing shown IS for lateral support of individual web memtjers only Additional temporary txacing to insure stability dunng construction is the responsibiifity of the erector Additional permanent brocing of the overall structure is fhe responsibifity of the building designer For general guidance regarding fabncafion qualify control storage defivery erection and bracing consult ANSl/TPll Quafity Crfferia OSB-89 and BCSt Suffding Component Safety Information available from Tnjss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 7777 Greenback Lane Suite 109 Crtms Heights CA 95610 Job Trass Tmss Type Qty Ply ITll-10017 Tmss Type R33830489 OAK_AVENUE CJ06 Jack-Open Trass 16 1 Job Reference (optional) A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industies, Inc Fn Nov 04 13 16 05 2011 Paget ID hu0VbJNHc6ptglWAvMtoQ1oTySBcc-uJhbCHE6bpgyb2bn27bnm8LsYyn'fRrG7einlyMXpu 1 5 50 [T2~ Plate Offsets (X,Y) [1 0-0-0.0-1-31. [1 0-1-6.0-5-2) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 23 Vert(LL) -0 00 1 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 02 VertfTL) -0 00 1-3 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0 00 HorzfTL) -0 00 2 n/a n/a BCDL 100 Code IRC2009/TP12007 (Mabix) Weight 7 lb FT = 20% LUMBER BRACING TOPCHORD 2X4 DFNo l&Btr TOPCHORD BOT CHORD 2X4 DFNo l&Btr BOT CHORD WEDGE Left 2X 4 DF Stud/Std REACTIONS (Ib/size) 3=19/Mechanical, 1=87/0-3-8 (mm 0-1-8), 2=68/Mechanical Max Horz 1=38(LC 10) MaxUplift2=-31(LC10) Max Grav3=39(LC 3), 1=383(LC 16), 2=364(LC 17) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) zone, cantilever left and nght exposed , end vertical left and right exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This buss has been designed for basic load combinations, which include cases with reductions for multple concunent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This buss 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 5) Refer to girder(s) for truss to tmss connections 6) This tmss is designed in accordance with the 2009 Intematonal Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tuss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semhngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard Sfructural wood sheathing direcUy applied or 1-11-11 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing tie installed dunng fruss erection, in accordance with Stabilizer Installaton guide 'er 4,2011 ^ WARMING Venfy destgn parameters and READ NOTES QN THIS AND INCLUDNI MTTEK REFERENCE PAC^ mi 7473 rea 10'OS BBFORB USE Design valid for use only with fvViTek connectore This design is tx3sed only upon porametere shown and is for an individual building component Appficabllity of design paramentere and proper incorporation of component is responsibifity of building designer - nol fruss designer Bracing shown IS for lateral support of individual web membere only Additional temporary tDracing to insure stability dunng construction is the responsibiifity of the erecfor Additional permanenf tracing of the overall structure is fhe responsibility of the building designer For general guidance regarding tabncotion quality controL storage delivery erecfion and bracing consult ANSl/TPll Quality Critena DSB-89 and BCSI Bufiding Component Safety Information ovoilable from Tnjss Plate institute 281 N LeeSTreet Suite312 Alexandna VA22314 MiTek' POWER TO PERFORIN 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Tmss Tmss Type Qty Ply ITll-10017 Tmss Type R33830490 OAK_AVENUE CJ07 Jack-Open Trass 12 1 Job Reference (optonal) A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov 04 13 16 06 2011 Page 1 ID hu0VbJNHc6ptgl\MvWoQ1oTySBcc-MVFzPdFkM7opDCAzcj60ILr4myHKH5h_VnOGKJyMXpt 3-11 11 , 3-11-11 Plate Offsets (X.Y) ]2 0-0-0.0-1 -3]. |2 0-1-6.0-5-2] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TP12007 Weight 121b FT = 20% LUMBER BRACING TOPCHORD 2X4DFNo1&Bfr TOPCHORD BOTCHORD 2X4 DFNo l&Bfr BOTCHORD WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=38/Mechanical, 2=169/0-3-8 (min 0-1-8), 1=132/Mechanical Max Hoiz3=-67(LC 10) Max Uplifti =-57(LC 10) Max Grav3=75(LC 3), 2=438(LC 17), 1=400(LC 16) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) zone, cantlever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinations, which include cases with reductions for multiple concurtent live loads 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 4) * This tmss 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 5) Refer to girder(s) for tmss to tmss connectons 6) This tuss IS designed in accordance yyith ttie 2009 Intematonal Residental Code secbons R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 7) This buss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard Sfructural wood sheathing directty applied or 3-11-11 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng fruss erechon, in accordance with Stabilizer Installabon guide er 4,2011 ^ WARNING VerifydeslgnparamiiersandREAD NO'rSSONTHISANDINCL\mFJ)MTTBKRBFERBNi:BPAaBMII T4T~i rei. 10'OS BEFORE USE Design volid for use only with MiTek connectore This design is based only upon parameters shown and is for an individual building component Applicability of design paramentere and proper incorporation ot component is responsibility of building designer not truss designer Bracing shown IS for lateral support of individual web membere only Additional temporaiy bracing to insure stabifity dunng construction is the responsibillity of the erector Additional permanent bracing of the overall sfructure is the responsibifity of the building designer For general guidance regarding tabncotion quafity control storage defivery erecfion and bracing consult ANSl/TPll Quafity Criteria DSB 89 and BCSI Bufiding Component Safely Informalion available from Truss Plate Institute 281 N LeeSTreef Suite312 Alexandna VA22314 MiTek' POWER TO PERFOftM." 7777 Greenback Ijne Suite 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply IT11-10017 Trass Type R33830491 OAK_AVENUE CJ08 Jack-Open Trass 4 1 Job Reference (optonah ' A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 07 2011 Page 1 ID hu0VbJNHc6ptgl\A/wWoQ1oTySBcc-qhpLczFM7QwgqLI9AQdFr2N8pMZS0Yx7|R7psmyMXps 5 50 [12~ M1-11 Plate Offsets (X.Y) [1 0-0-0.0-1-3]. |1 0-1-6.0-5-2]_ LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TP12007 CSI TC 0 97 BC 0 26 WB 0 00 (Mafrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud PLATES GRIP -0 05 1-3 >999 240 MT20 220/195 -0 13 1-3 >537 180 -0 00 2 n/a n/a WeighL 18 lb FT = 20% Sfructural wood sheathing directty applied Rigid ceiling directly applied or 10-0-0 oc bracing LUMBER BRACING TOPCHORD 2X4 DFNo l&Bfr TOPCHORD BOTCHORD 2X4 DFNo l&Bfr BOTCHORD WEDGE Left 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=202/Mechanical, 3=58/Mechanical, 1=259/0-3-8 (mm 0-1-8) Max Horz1=97(LC 10) Max Uplift2=-85(LC 10) Max Grav2=440(LC 17), 3=115(LC 3), 1=498(LC 16) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Ops^ h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 5-10-15 zone, canblever left and nght exposed , end verbcal left and nght exposed C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinations, which indude cases with reductions for multple concurtent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This fruss has been designed for a live load of 20 Opsf on ttie bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the tiottom chord and any other members 5) Refer to girder(s) for tmss to tmss connectons 6) This fruss IS designed in accordance with the 2009 Intematonal Residental Code sections R502 111 and R802 102 and referenced standard ANSl/TPl 1 7) This tmss has been designed for a moving concenfrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standarti MiTek recommends that Stabilizers and required cross braang be installed dunng fruss erection, in accordance with Stabilizer Installation guide 4,2011 ^ WARMNG Verify design paramefe,-^ and RFJiO NOTES ON THIS AND INCLimrniMTT^ RBFERENCB FAGB Mil 7473 rea 10 OS BEFORE USB Design vafid for use only with MiTek connectore This design is based only upon porametere shown and is for on individual buitaing component Applicabifity of design poromentere ond proper incorporation of component is responsibility of building designer not truss designer Bracing shown IS for lateral support of individual web members only Additional temporory taracing to insure stobifify dunng construction is fhe responsibillity of lhe erector Additional permanent tracing ot the overall structure is the responsibility ot the building designer For general guidance regarding fabncation quality control storage defivery erection and bracing consult ANSIAPH Quafity Criteria DSB 89 and BCSI Bufiding Component Safety Infoimation available from Tnjss Plate Institute 281 N LeeSTreet Suite312 Alexandna VA22314 li MiTek' POWER TO PERFORM.- 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Trass Tmss Type Qty Ply ITll-10017 Tmss Type R33830492 OAK_AVENUE EJ01 Jack-Open Trass 6 1 Job Reference (optonal) ' A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 07 2011 Page 1 ID hu0VbJNHc6ptglWwWoQ1oTySBcc-qhpLczFM7QwgqLI9AQdFrZN95MZJ0Yx7|R7psmyMXps i 1 Scale 1I2-=1 SJ-0 Plate Offsets (X.Y) [1 0-0-0.0-1-4]. [1 0-1-7.0-5-10] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 05 1-3 >999 240 VertfTL) -0 14 1-3 >513 180 Horz(TL) 0 00 3 n/a n/a PLATES MT20 GRIP 220/195 Weight 21 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOT CHORD 2X4 DFNo l&Bfr WEBS 2X4 DFNo l&Bb WEDGE Lea 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=253/Mechanical, 1=263/0-3-8 (mm 0-1-8) Max Horz 1=107(LC 7) Max Uplift3-31(LC 10), 1=-21(LC 10) Max Grav3=487(LC 16), 1=501(LC 17) BRACING TOP CHORD BOT CHORD Sfructural wood sheathing directty applied, except end verbcals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng fruss erection, in accordance with Stabilizer Installaton guide FORCES (lb) - Max Comp /Max Ten TOPCHORD 2-3=-429/185 All forces 250 (lb) or less except when shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 5-10-4 zone, cantlever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinatons, which include cases with reductions for multple concurtent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any ottier live loads 4) ' This fruss has been designed Ibr 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 5) Refer to girder(s) for fruss to tmss connectons 6) This tmss IS designed in accordance with ttie 2009 Intematonal Residenbal Code sections R502 11 1 and Ra02 10 2 and referenced standard ANSI/TPI 1 7) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along ttie Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard 074486 )m| CP 12-31> Nd fer 4,2011 ^ WARNINa Vrnfy design parameters and READ NOTSS ON THIS AND INCLUDED MTTEK RBFBRENCB PAGB mi 7473 rea 10 'OS SBFORE USE Design vafid tor use only with MTTek connectore This design is based only upon porametere shown and is for an individual building component Applicabifity of design paramentere and proper incorporation of component is responsibifity of building designer - not tnjss designer Bracing shown IS for lateral support of individual web membere only Additional temporary bracing lo insure stability dunng constnjction is the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibifity of the building designer For general guidance regarding fabncation quafity control storage defiveiy erecfion and bracing consult ANSI/TPIl Quafity Criteria DSB 89 and BCSI Building Component Safefy Informafion available from Truss Plate Institute 261 N LeeSTreet Suite 312 Alexandna VA 22314 IE MiTek' • PERFOttM. 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Tmss Trass Type Qty Ply ITll-10017 Trass Type R33830493 OAK_AVENUE EJ02 Jack-Closed Tmss 12 1 • .lob Reference (optional) A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov 04 13 16 08 2011 Page 1 IDhu0VbJNHc6ptglWwWoQ1oTySBcc-ltNjqJG_uk2XSVKMk78UOmwKqmvXPBHy5tMOCyMXpr 6-0-0 I 6-0-0 2x4 II Plate Offsets (X.Yl fl 0-0-0.0-1-4]. (1 0-1-7.0-5-10) LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Inaease 1 25 Rep Stress Incr YES Code 1RC2009/TP12007 DEFL in (loc) l/defl Ud Vert(LL) -0 05 1-3 >999 240 Vert(TL) -014 1-3 >513 180 Horz(TL) 0 00 3 n/a n/a PLATES GRIP MT20 220/195 Weight 21 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOTCHORD 2X4 DFNo l&Bfr WEBS 2X4 DFNo l&Bfr WEDGE Left. 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=253/Mechanical, 1=263/0-3-8 (min 0-1-8) MaxHorz1=107(LC9) MaxUplift3=-31(LC 10), 1=-21(LC 10) Max Grav3=487(LC 16), 1=501 (LC 17) BRACING TOP CHORD BOT CHORD Stmctural wood sheathing directty applied, except end vertcals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng fruss erection in accordance with Stabilizer Installaton guide FORCES (lb) - Max Comp /Max Ten TOPCHORD 2-3=-429/185 All forces 250 (lb) or less except wrhen shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, Intenor(l) 3-1-12 to 5-10-4 zone, canblever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reacbons shown, Lumtier DOL=1 60 plate gnp D0L=1 60 2) This buss has been designed for basic load combinations, which include cases with reductions for multple concurtent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This tmss has been designed for a live load of 20 Opsf on the bottom chord in all areas virhere a rectangle 3-6-0 tall by 2-0-0 wnde will fit between the bottom chord and any other members 5) Refer to girder(s) for fruss to truss connectons 6) This fruss IS designed in accordance with Uie 2009 Intematonal Residenhal Code sections R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOAD CASE(S) Standard 4,2011 ^ WARmNG Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK RBFERENCB PAGE nm 7473 rea 10'08 BBFORF USB Design vafid for use on^ wrth MiTek connectore This design is based only upon porametere shown and is for an individual building component AppBcabifity of design paramentere and proper incorporation of component is responsitufity of building designer - nof fruss designer Bracing shown IS for lateral support of individual web membere only Addrtional temporaiy tiracing to insure stability dunng constnjction is the responsibiifity ot the erector Additional permanent bracing of the overall sfructure is fhe responsibility of the buitaing designer For general guidance regarding labncafion quafity confrol storage defiveiy erection and braang consult ANSf/TPfl Quafify Criteria DSB-89 and BCSI BuUding Component Safely Informatian available from Tmss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' POWER to PERFORM.' 7777 Greenback Lane Surte 109 Citrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830494 OAK_AVENUE EJ03 Jack-Closed Tmss 1 1 Job Reference (optionah ^ A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 Mrrek Indusfries, Inc Fn Nov 04 13 16 09 2011 Paget IDhu0VbJNHc6ptglVWirWoQ1oTySBcc-m4x61fHdf2AO4tvYHrfjw_TdB9DsUQFQBIcwweyMXpq 1 . 72J I 500/12" Plate Offsets (X.Y) ]1 0-0-0.0-1-4]. |1 0-1-7.0-5-10] LOADING (psO TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TP12007 DEFL m (loc) l/defl Ud Vert(LL) -0 10 1-6 >810 240 VertfTL) -0 25 1-6 >324 180 Hoiz(TL) 0 00 6 n/a n/a PLATES GRIP MT20 220/195 Weight 30 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4DF Nol&Bfr 2X4 DF Nol&Bfr 2 X 4 DF No 1 &Bfr 'Except* 2-6 2 X 4 DF Stud/Sfd BRACING TOP CHORD BOT CHORD WEDGE Left. 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=307/0-3-8 (mm 0-1-8), 6=320/Mechanical MaxHorz1=127(LC7) Max Uplifti =-24(LC 10), 6=-37(LC 10) Max Grav1=530(LC 18), 6=543(LC 17) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-7=-521/142, 7-8=-494/144, 2-8=-467/154, 3-6=-378/98 BOT CHORD 1-6=-235/447 WEBS 2-6=-519/226 Sfructural wood sheathing directty applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng fruss erection, in accordance with Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, Intenor(l) 3-1-12 to 7-2-3 zone, canblever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This tmss has been designed for basic load combinatons, which include cases with reductions for multple concurrent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any ottier live loads 4) * This fruss 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 5) Refer to girder(s) for tmss to tmss connections 6) This truss is designed in accordance with the 2009 Intemational Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcun-ent witti any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard 4,2011 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MB 7471 rea 10 'OS BBFORB USB Design vofid tor use only with MiTek connectore This design is based only upon porametere shown and is for an individual building component Appficobifify of design poromentere and proper incorporation of component is responsibifity of building designer - not truss designer Bracing shown IS for lateral support of individual web membere only Additional temporary bracing fo insure stabifity dunng constnjction is the responsibiifity of the erector Additional peimanent tjraang of the overall structure is the responsibility of the building designer For general guidance regarding fabncation quality control storage defivery erection and bracing consull ANSI/TPIl Quality Criteria DSB 89 and BCSI Bufiding Component Safety Inloimatton available from Tnjss Plate Institute 281 N LeeSTreet Suite312 Atexondna VA 22314 MiTek' POWER TO PERFORM." 7777 Greenback l_ane Suite 109 Citms Heights CA 95610 Job Trass Tmss Type Qty Ply IT11-10017 Tmss Type R3383D495 OAK_AVENUE EJ04 Jack-Closed Trass 10 1 • Job Reference (optional) A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MfTek Industnes, Inc Fn Nov 04 13 16 10 2011 Pagel ID huOVbJNHc6ptglWwWoQ1oTySBcc-EGVUF''IFQLIEhpUkrYAyTB'>oxZZn3tGaPPMTT5yMXpp 1 4-0-0 Plate Offsets (X.Y) [3 0-0-0.0-1-4]. |3 0-1-7.0-5-10] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 11 3-4 >737 240 VertfTL) -0 29 3-4 >295 180 Horz(TL) 0 01 3 n/a n/a PLATES GRIP MT20 220/195 Weight 31 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOTCHORD 2X4 DFNo l&Bfr WEBS 2 X 4 DF Stud/Std WEDGE Right 2 X 4 DF Sfttd/Std REACTIONS (Ib/size) 4=317/Mechanical, 3=317/0-3-8 (mm 0-1-8) MaxHorz4=-129(LC8) Max Uplift4-36(LC 10), 3=-26(LC 10) Max Grav4=536(LC 15), 3=536(LC 19) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-4=-374/92, 2-6=^91/157, 6-7=-518/147, 3-7=-544/145 BOT CHORD 3-1-86/468 WEBS 2-4=-535/245 BRACING TOPCHORD BOT CHORD Sfructural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be mstalled dunng tuss erection, in accordance with Stabilizer Installaton guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 4-4-11, lntenor(1) 4-4-11 to 7-2-4 zone, cantlever left and nght exposed , end vertical left and nght exposed C-C for members and forces & MWFRS for reacbons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This tmss has been designed for tiasic load combinations which include cases with reductons for multple concurrent live loads 3) This tmss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any ottier live loads 4) * This fruss 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 5) Refer to girder(s) for tmss to tmss connectons 6) This fruss IS designed in accordance with ttie 2009 Intematonal Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This buss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard §U>2Q744S6 g Ser 4,2011 ^ WARmNtj Verify desttgn parameters and READ NOTES ON THIS AND INCLUDED KfTEK REFERENCE FAGE mi 7473 rev 30 '08 BEFORE USB Design voFid for use only with MiTek connectors This design is bosed only upon parameters shown and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer not tmss designer Bracing shown IS for lateral support of individual web members only Additional temporary bracing to insure stability dunng constmction is the responsit>illity ot the erector Additional pennanent bracing of the overall structure is the responsibility of the buikiing designer For general guidance regarding fabncation quality control storage defivery erecfion and bracing consult ANSl/TPll Quafity Criteria DSB-89 and BCSI Building Component Safety Inforniation available from Truss Plate Institute 281 N Lee Street Suile312 Alexondna VA22314 MiTek' POWER TO PERFORM.- 7777 Greenback Lane Suite 109 COrus Heights CA 95610 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830496 OAK_AVENUE EJ05 Jack-Closed Trass 1 1 Job Reference (optional) A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfries, Inc Fn Nov 04 13 16 11 2011 Page 1 IDhu0VbJNHc6ptgl\W«WoQ1oTySBcc-|S2sSLItBfQ5Jz2wPGhB-?PYyMzzYyHaie350'?XyMXpo 1 4-6-14 Plate Offsets (X.Y) [3 0-0-0.0-1-4]. [3 0-1-7.0-5-10] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Inaease 1 25 Rep Sfress Incr YES Code IRC2009/TP12007 DEFL in (loc) l/defl Ud Vert(LL) -0 01 3^ >999 240 VertfTL) -0 04 3-4 >999 180 Horz(TL) 0 01 3 n/a n/a PLATES GRIP MT20 220/195 Weight 42 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOT CHORD 2X4 DFNo l&Bfr WEBS 2 X 4 DF Stud/Std WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 5=407/Mechanical, 3=407/0-3-8 (mm 0-1-8) Max Horz 5-162(LC 6) Max Uplift5=-46{LC 10), 3=-33(LC 10) Max Grav5=596(LC 15), 3=596(LC 19) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-5—399/120, 2-8—712/123, 8-9=-743/112, 3-9—774/110 BOT CHORD 4-5=-48/674, 3^=-48/674 WEBS 2-5-735/186 BRACING TOP CHORD BOT CHORD Sfructural wood sheathing directty applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng fruss erection, in accordance wiUi Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Exferior(2) 0-1-12 to 4-4-11, lntenor(1) 4-4-11 to 9-2-4 zone, cantlever left and right exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinatons, which include cases with reductions for multple concunent live loads 3) This fruss 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 ttie bottom chord in all areas wrhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any ottier members 5) Refer to girder(s) for fruss to truss connectons 6) This fruss IS designed m accordance with ttie 2009 Intematonal Residental Code sections R502 111 and R802 10 2 and referenced standard ANSI/TPI 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent witti any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standarti 4,2011 ^ WARMNTr Verify design parami^ers and READ NOTES ON THIS AND INCLUDED MTTBKRjO^ERBNCS PAGE mi 7473 rea 10'OS BEFORE USE Design vafid for use only with MiTek connectore This design is txjsed on^ upon porametere shown and is for on individual building component ApplicobiBty of design paramentere and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS tor lateral support of individual web membere only Addifional temporary bracing to insure stabifity dunng construction is the responsibillity of the erector Additional permanent txaang of the overall structure is fhe responsibifity of the building designer For general guidance regarding fabncafion quahfy control storoge defivery erection and bracing consult ANSI/fPIl Quafity Crfferia DSB-89 and BCSI Bufiding Component Safety Infomnation available from Tnjss Plate Institute 281 N LeeSTreet Suite 312 Alexondna VA 22314 MiTek' POWER TD PERFORM. 7777 Greenback Lane Surte 109 Citrus Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 R33830497 OAK_AVENUE EJ06 Monopitch Trass 2 1 Job Reference (optional) ^ A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov 04 13 16 12 2011 Page 1 ID hu0VbJNHc6ptglWAvWoQ1oTySBcc-BfcEggJVyzYyx7d7zzDQYcS4ONJ-7hpAttiraXzyMXpn LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 66 Vert(LL) -0 02 2-3 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 017 VertfTL) -0 04 2-3 >999 180 BCLL 0 0 * Rep Stress Incr YES WB 0 00 HorzfTL) 0 00 2 n/a n/a BCDL 10 0 Code IRC2009/TP12007 (Matnx) Weight 17 1b FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOT CHORD 2X4DFNo1&Bfr WEBS 2 X 4 DF Stud/Std WEDGE RighL 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=197/Mechanical, 2=197/0-3-8 (min 0-1-8) MaxHor23=-85(LC6) Max Uplift3=-23(LC 10), 2=-16(LC 10) Max Grav3=456(LC 15), 2=456(LC 17) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOPCHORD 1-3=-413/151 BRACING TOP CHORD BOT CHORD Sfructural wood sheathing directty applied or 4-8-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng fruss erection, in accordance with Stabilizer Installaton guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, Intenor(l) 3-1-12 to 4-6-4 zone, cantlever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber DOL=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinations, which include cases with reducbons for multple concunent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This fruss has been designed for a live load of 20 Opsf on ttie bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for fruss to truss connectons 6) This buss IS designed in accordance with the 2009 Intematonal Residenbal Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This buss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top ChonJ, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks includmg heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard 4,2011 WARMING Venfy design parameters and READ NOTES ON THIS AND INCLUDED mTBK REFERENCE PAGB mi 7473 rea 10 'OS BBFORB USB Design vafid for use only with MiTek connectore This design is based only upon porametere shown and is for an individual building component Appficobifify of design paramentere and proper incorporation of component is responsibifity of building designer - nof fruss designer Bracing shown IS for lateral support of individual web membere onty Additional temporary bracing to insure stabifity dunng construction is the responsibillity of the erector Additional peimanent tjracing of the overafi structure is fhe responsibility ot the building designer For general guidance regarding fabncafion quafity control storage defivery erection and braang consult ANSIAPH Quality Criteria DSB 89 and BCSI Bufiding Component Safety Infomiation available from Tnjss Plate Institute 281 N LeeSTreet Sui1e312 Alexandna VA22314 MiTek' POWER ro PERFORM - 7777 Greenback Lane Surte 109 Citms Heights CA 95610 Job Tmss Tmss Type Qty Ply IT11-10017 R33830498 OAK_AVENU£ EJ06G Special Tmss 1 1 * < Job Reference (oDtional) " A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes, Inc Fn Nov 04 13 16 12 2011 Paget ID huOVbJNHc6ptglWwWoQ1oTySBcc-BfcEggJVyzYyx7d7zzDQYc53sNGIhpAttjraXzyMXpn Scale = 119 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 76 Vert(LL) -0 03 2-3 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 34 VertfTL) -0 08 2-3 >670 180 BCLL 0 0 * Rep Stress Incr NO WB 0 00 HorzfTL) 0 00 2 n/a n/a BCDL 10 0 Code IRC2009/TP12007 (Mabix) Weight 191b FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOT CHORD 2X6DF 1800F 1 5E WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=909/Mechanical, 2=452/0-3-8 (mm 0-1-8) MaxHor2 3-82(LC4) Max Uplift3=-88(LC 8), 2=-37(LC 8) Max Grav3=1431(LC 13), 2=863(LC 15) BRACING TOP CHORD BOT CHORD FORCES (lb). TOP CHORD Max Comp /Max Ten - All forces 250 (lb) or less except when shown 1-3=-412/49 Sbuctural wood sheathing directly applied or 4-8-0 oc purtins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be mstalled dunng fruss erection, m accordance with Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft, Cat 11, Exp C, enclosed, MWFRS (all heights), canblever left and right exposed , end vertical left and nght exposed. Lumber D0L=1 60 plate gnp D0L=1 60 2) This tmss has been designed for basic load combinatons, which include cases with reductions for multple concunent live loads 3) This buss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any ottier live loads 4) * This buss 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 t)etween ttie bottom chord and any other members 5) Refer to girder(s) for fruss to tmss connectons 6) This buss IS designed in accordance with ttie 2009 Intematonal Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any ottier live loads 8) "Semi-ngid pitchbreaks including heels" Memtier end fixity model was used in the analysis and design of this tmss 9) Hanger(s) or other connectton device(s) shall be provided sufficient to support concenfrated load(s) 5171b down and 32 lb up at 0-1-12, and 461 lb down and 39 lb up at 1-3-4, and 403 lb down and 16 lb up at 3-3-4 on bottom chord The design/selecton of such connecfion device(s) is the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or tiack (B) LOADCASE(S) Standard 1) Regular Lumber lncrease=1 25, Plate lncrease=1 25 Unifortn Loads (plf) Vert 1-2=-70, 2-3=-20 Concentrated Loads (lb) Vert 3=-401(B)5-326(B)6-239(B) 4,2011 A WARMING Venfy design parameters andRBAD NOTES ON THIS AND INCLUDED MTTEK RBFBRENCB PAGB MD 7473 rea 10 'OS BEFORE U&B Design vafid for use only with MiTek connectore This design is teased only upon porametere shown and is for on individual building component Appficobifify of design paramentere and proper incorporation of component \s responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web membere only Additional lemporoiy bracing to insure sfabifity dunng construction is the responsibiifity of the erector Additional peimanent tDracing ot the overall structure is the responsibility of fhe building designer For general guidance regarding fabncafion quality control storage defivery erection and bracing consult ANSIAPH Quafity Criteria DSB 89 eind BCSI Bufiding Component Safety Information avatoble from Truss Ptate Institute 281 N Lee Sfreef Suite 312 Alexandna VA 22314 MiTek' POWER TO PERFORP4, 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Job Tmss Trass Type Qty Ply IT11-10017 R33830499 9AK_AVENUE EJ06GE Monopitch Trass 1 1 * Job Reference (optional) A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov04 13 16 132011 Paget ID hu0VbJNHc6ptglWwWoQ1oTySBcc-frAct0K7jGgpYGCJWhkf4qdNvimhMQF906Na73QyMXpm a 1 Scale = 119 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 010 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 20 0 Lumber Inaease 1 25 BC 0 03 Vert(TL) n/a n/a 999 BCLL 0 0 * Rep Stress Incr YES WB 0 08 Hoiz(TL) 0 00 3 n/a n/a BCDL 10 0 Code 1RC2009/TPI2007 (Mafrix) Weight 23 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2X4DF Nol&Bfr 2X4 DFNo l&Bfr 2 X 4 DF Stud/Std 2 X 4 DF Stud/Std BRACING TOPCHORD BOT CHORD REACTIONS (Ib/size) 5=52/4-8-0 (mm 0-1-8), 3=98/4-8-0 (mm 0-1-8), 4=257/4-8-0 (mm 0-1-8) Max Horz5=-85(LC 6) Max Upllft5=-13(LC 17), 4=-44(LC 10) Max Grav5=354(LC 15), 3=390(LC 19), 4=488(LC 18) FORCES (lb)-Max Comp/Max Ten TOP CHORD 1-5=-343/82 WEBS 2-4=-430/258 All forces 250 (lb) or less except when shown Sbuctural wood sheathing directty applied or 4-8-0 oc puriins, end verbcals Rigid ceiling directly applied or 10-0-0 oc bracing except MiTek recommends that Stabilizers and required cross braang be installed dunng fruss erection, in accordance with Stabilizer Installabon guide ^ NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=2ft. Cat 11, Exp C enclosed, MWFRS (all heights) and C-C Comer(3) 0-1-12 to 3-1-12 Extenor(2) 3-1-12 to 4-8-0 zone, cantlever left and nght exposed , end verbcal left and nght exposed C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) Tmss designed for wind loads m the plane of ttie truss only For studs exposed to wnnd (nonnal to the face), see Standard Industry Gable End Details as applicable or consutt qualified building designer as per ANSl/TPl 1-2002 3) This tmss has been designed for basic load combinatons which include cases with reductions for multple concurtent live loads 4) Gable requires contnuous bottom chord beanng 5) Gable studs spaced at 2-0-0 oc 6) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 7) * This tmss has been designed for a live load of 20 Opsf on ttie 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 8) This fruss IS designed in accordance with the 2009 International Residential Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TP11 9) This tuss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along Uie Top Chord nonconcurtent witti any other live loads 10) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss LOADCASE(S) Standard ber 4,2011 A WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDE MTTEK REFERENCE PAGE MH 7473 rea 10 'OS BBFORB USB Design valid for use only wilh MiTek connectore This design is txised only upon paromelere shovm and is for on individual buitamg component Appiicabilify of design paramentere and proper incoiporation of component rs responsibifity of building designer not truss designer Bracing shown IS for lateral support of individual web memt^ere only Additional temporary tiracing fo insure stability dunng constnjction is fhe responsibiifity of the erector Additional permonenf bracing of fhe overall structure is the responsibifity ot the building designer For general guidance regarding fabncafion quality confrol storage deliveiy erection ond bracing consult ANSIAPH Qualify Critena DSB 89 and BCSI Building Component Safety Infoimation available fr-om Tnjss Plate Institute 281 N LeeSTreef Suite 312 Alexandna VA 22314 SI MiTek' POWER ro PCRFZ3RM. 7777 Greenback Lane Surte 109 Citms Heights CA 95610 Job-Tmss Trass Type Qty Ply ITll-10017 R33830500 QAK_AVENUE EJ07 Monopitch Tmss 5 1 • ,Iob Reference (opbonah A C Houston Lumber Co , Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 14 2011 Pagel ID hu0VbJNHc6ptglWitfWoQ1oTySBcc-71k74MUUaogAQnV4OFud1APQAz'>9ig9K1KhosyMXpl 1 ' 2X4 II Scales 1 16 9 Plate Offsets (X.Y) f2.0-0-O0-1^1. \2 0-1-9.0-6-13] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TPI2007 DEFL in (loc) l/defl Ud Vert(LL) -0 02 2-3 >999 240 Vert(TL) -0 05 2-3 >999 180 Horz(TL) 0 00 2 n/a n/a PLATES GRIP MT20 220/195 Weight 17 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOT CHORD 2X4 DFNo l&Bfr WEBS 2 X 4 DF Stud/Std WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=204/Mechanical, 2=204/0-3-8 (mm 0-1-8) Max Horz3—72(LC 6) Max Uplifts—22(LC 10), 2=-17(LC 10) Max Grav3=461(LC 15), 2=461 (LC 17) FORCES (lb)-Max Comp/Max Ten TOP CHORD 1 -3=-416/140 BRACING TOP CHORD BOT CHORD All forces 250 (lb) or less except when shown Sfructural wood sheathing directty applied or 4-10-0 oc puriins, except end verticals Rigid ceiling directty applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng buss erection, in accordance with Stabilizer Installaton guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 4-8-4 zone, cantlever left and nght exposed , end vertical left and right exposed,C-C for members and forces & MWFRS for reacbons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinatons, which include cases with reductons for multple concurtent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any ottier live loads 4) * This fruss 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 5) Refer to girder(s) for fruss to truss connectons 6) This fruss IS designed in accordance with ttie 2009 Intematonal Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this buss LOADCASE(S) Standard ^ WARMING VenfydesignparameteneandRBADNQTBSONTHISANDINCLUDEDI>!TmRRBFERmcSPAGBMll747') rea 10'08 BEFORE USE Design vofid for use only with MiTek connectore This design is based only upon porametere shown and is for an individual building component Appficobifify of design paramentere and proper incorporation of component is responsifcufity of building designer - not tnjss designer Bracing shown IS for lateral support of individual web membere onty Additional temporary bracing to insure stability dunng constmction is the responsibillity of fhe erector Additional permanenf tsracmg of the overall structure is the responsibility of the building designer For general guidance regarding fabncation quafily control storage defivery erection ond bracing consult ANSIAPH Qualify Criteria DSB-89 and BCSI Building Component Solely Information avaitable from Tnjss Plate Institute 281 N LeeSTreet Suite312 Alexandna VA22314 Job_ Tmss Tmss Type Qty Ply ITll-10017 R3383D501 eAK_AVENUE EJ07GE Monopitch Tmss 1 1 Job Reference (optional) ~' A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MTTek Indusfries Inc Fn Nov 04 13 16 15 2011 Paget IDhuOVbJNHc6ptglWvyWoQ1oTySBcc-bEINIiLNEuwXoaMie6m7AFihjaKyuAwJZg3E8lyMXpk Plate Offsets (X.Y) [2 0-0-12.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 21 Vert(LL) -0 02 2-3 >999 240 MT20 220/195 TCDL 20 0 Lumber Increase 1 25 BC 0 15 Vert(TL) -0 05 2-3 >999 180 BCLL 0 0 * Rep Stress Incr YES WB 0 00 Horz(TL) 0 00 2 n/a n/a BCDL 10 0 Code IRC2009/TP12007 (Matnx) Weight 22 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS SLIDER 2X4 DF No l&Bfr 2X4DF Nol&Bfr 2 X 4 DF Stud/Std Left 2 X 4 DF Stud/Std 4-8-1 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=204/Mechanical, 2=204/0-3-8 (mm 0-1-8) MaxHorz3=-72(LC6) Max Uplift3=-22(LC 10), 2-17(LC 10) Max Grav3=461(LC 15), 2=461(LC 17) FORCES (lb)-Max Comp/Max Ten TOP CHORD 1-3=-416/140 All forces 250 (lb) or less except when shown Sfructural wood sheathing directty applied or 4-10-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng fruss erection, in accordance vinth Stabilizer Installaton guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 4-8-4 zone, cantlever left and nght exposed, end vertical left and nght exposed,C-C for members and forces & MWFRS for reacbons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This buss has been designed for basic load combinations, which include cases wiUi reductions for mulbple concurtent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any ottier live loads 4) * This tmss 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 5) Refer to girder(s) for fruss to tmss connectons 6) This buss IS designed in accordance with the 2009 Intematonal Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located af all mid panels and at all panel points along the Top Chord nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tuss LOADCASE(S) Standard 'er 4,2011 ^ WARMING Verify desrgn parami^ers and READ NOTES ON THIS AND INCLUDED MITTEK REFERBNCE PAGB mi 74n rea 10'OS BEFORE USB Design valid tor use onfy with MiTek connectore This design is based only upon paramefere shown and is for an individual building component Appficobifify of design paramentere and proper incorporation of component is responsibility of building designer not truss designer Bracing shown IS for lateral support of individual web membere only Additional temporaiy bracing to insure stabifity dunng constnjction is the responsibillity of the erector Additional permanent tracing of the overall structure is the responsibility of the building designer For general guidance regarding tabncotion quality controL storage delivery erection and bracing consult ANSIAPH Qualify Criteria DSB-89 and BCSI Bufiding Component Safety Informalion available from Tnjss Plate Institute 281 N LeeSTreef Suite 312 Alexandna VA 22314 MiTek' 7777 Greenback Lane Suite 109 CitnJs Heights CA 95610 Job. Tmss Trass Type Qty Ply ITll-10017 Trass Type R33830502 QAK_AVENUE EJ08 Monopitch Trass 3 1 Job Reference (optional) ' A C Houston Lumber Co Inc Indio CA 92201 I 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov 04 13 16 16 2011 Page 1 ID huOVbJNHc6ptglWwWoQ1oTySBcc-3Qsrv2MO'B20PkxuCpHMiSFos_bOda_SoKpngkyMXpj 10 0 I 7 10-0 40oll2 Plate Offsets (X.Y). [4 Edoe.0-1-41. [4 0-1-9.0-6-13]_ LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TPI2007 CSI TC 0 50 BC 0 49 WB 0 20 (Mafrix) DEFL in (loc) l/defl Ud Vert(LL) -0 15 4-5 >600 240 Vert(TL) -0 38 4-5 >240 180 HorzfTL) 0 01 1 n/a n/a PLATES GRIP MT20 220/195 Weight 38 lb FT = 20% LUMBER BRACING TOPCHORD 2X4 DFNo l&Bfr TOPCHORD BOT CHORD 2X4 DFNo l&Bfr WEBS 2 X 4 DF Stud/Std BOT CHORD WEDGE Right 2 X 4 DF SbJd/Std REACTIONS (Ib/size) 5=543/Mechanical, 1=123/Mechanical, 4=321/0-3-8 (mm 0-1-8) Max Hoiz5=-146(LC 6) Max Uplift5=-109(LC 10), 1=-43(LC 10), 4=-5(LC 10) Max Grav5=667(LC 16), 1=396(LC 19), 4=541(LC 21) FORCES (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-5-517/177, 3-9=-609/130, 9-10-627/121, 4-10=-649/120 BOT CHORD 4-5—74/581 WEBS 3-5—624/209 Stmctural wood sheathing directty applied or 6-0-0 oc puriins, end vertcals Rigid ceiling directly applied or 10-0-0 oc bracing except MiTek recommends that Stabilizers and required cross braang be installed dunng tuss erection, in accordance with Stabilizer Installaton guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft, Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Exterior(2) -4-3-4 to -1-3-4, lntenor(1)-1-3-4 to 7-8-4 zone, cantlever left and nght exposed , end vertcal left and right exposed,C-C for members and forces & MWFRS for reactons shown. Lumber DOL=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinatons, which include cases with reducbons for multple concurtent live loads 3) This buss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 4) * This buss has been designed for a live load of 20 Opsf on ttie bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit behveen the bottom chord and any other members 5) Refer to girder(s) for tmss to tmss connectons 6) This fruss IS designed in accordance with ttie 2009 Intemabonal Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss LOADCASE(S) Standard ^4486 )§) 2-31-11 ^2011 ^ WARNING Venfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGB MH 7473 rea 10'OS BEFORE USE Design vafid for use only with MTTek connectore This design is txised only upon paromelere shown and is for an individual building component Applicability of design paramentere ond proper incorporation of component is responsibility of building designer - not truss designer Bracing shown IS for lateral support of individual web membere only Additional temporaiy bracing to insure stabifity dunng construction is the responsibillity of the erector Additional permanent bracing of the overafi structure is the responsibifity of the buiiding designer For general guidance regarding tabncotion quafity control storage delivery erection and tjracing consult ANSIAPH Quafity Criteria DS8-89 and BCSI Buiiding Component Safely tnformafion available from Tnjss Plate Institute 281 N LeeSTreet Suite 312 Alexandna VA 22314 MiTek' POWER TO pERFOflM-7777 GreenbatA Lane Suite 109 Citms Heights CA 95610 Job Trass Tmss Type Qty Ply ITll-10017 R33830503 <MK_AVENUE EJ09 Monopitch Trass 1 1 <MK_AVENUE Job Reference (optonaTI ""^A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 17 2011 Paget ID hu0VbJNHc6ptglVWyWoQ1oTySBcc-XcQ7)ONemVAF1uW4IWobFgozsOwLM0Kc0_YLDByMXpi Scale = 1 254 Plate Offsets (X.Y) ]3 Edae.0-1-4]. [3 0-1-9 0-6-13] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TP12007 CSI TC 0 49 BC 0 54 WB 0 26 (Mafrix) DEFL in (loc) l/defl Ud Vert(LL) -0 18 3-4 >519 240 Vert(TL) -0 46 3-4 >208 180 Horz(TL) 0 01 3 n/a n/a PLATES GRIP MT20 220/195 Weight 34 lb FT = 20% LUMBER TOPCHORD 2X4DFNo1SBfr BOT CHORD 2 X 4 DF No ISBfr WEBS 2 X 4 DF Stud/Std )/VeDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 4=356/Mechanical, 3=356/0-3-8 (mm 0-1-8) Max Horz4=-117(LC8) Max Uplift4=-38(LC 10), 3—31 (LC 10) Max Grav4=562(LC 15), 3=562(LC 19) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-4=-394/100, 2-7=-690/216, 7-8=-712/207, 3-8-735/206 BOT CHORD 3^=-155/663 WEBS 2-4=-703/249 BRACING TOP CHORD BOT CHORD Sfructural wood sheathing directty applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directty applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required CTOSS braang be installed dunng fruss erection, in accordance with Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 8-0-11 zone, canblever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reacbons shown, Lumtier D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinahons, which include cases with reductions fbr mulbple concurtent live loads 3) This buss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) * This tmss has been designed for a live load of 20 Opsf on Uie 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 5) Refer to girder(s) for buss to truss connections 6) This fruss IS designed in accordance with the 2009 Intemabonal Residenbal Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This buss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard ^ WARMING Venfy design parameters and READ NOTES ON THIS AND INCLUDED HBTEK RBFERENCB PAGB ml 7473 rea JO'08 BBFORB OSE Design valid for use only with MiTek connectore This design is iMsed onfy upon porametere shown and is for an individual building component Appficobifify ot design poromentere and proper incorporation of component is responsibifity of building designer not truss designer Bracing shown IS for taterol support of individual web membere only Additional temporary bracing to insure stability dunng construction is the responsibillity ot the erector Additional pennanent bracing ot the overall structure is the responsibifity of the building designer For general guidance regarding tabncotion quahfy controL storage dehvery erection and bracing consult ANSIAPH QuaHy Criteria DSB 89 and BCSI Bufiding Component Safety Information available from Truss Plale institute 281 N LeeSTreet Suite 312 Alexandna VA22314 TITI Greenback Lane Suite 109 Cilms Heights CA 95610 -Job, Trass Tmss Type Qty Ply ITll-10017 R33830504 •OAKJAVENUE EJ10 Monopitch Tmss 1 1 4 Job Reference (optional) A C Houston Lumber Co Inc Indio, CA 92201 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov 04 13 16 17 2011 Paget ID huOVbJNHc6ptglWwWoQ1oTySBcc-XcQ7jONemVAF1u\A/4IWobFgouFO_GM4PcO_YLDByMXpi 6-4 11 ^ ^ I Scale = 1 22 4 ,2x4 11 Plate Offsets (X.Y) [2 0-0-0.0-1-4]. [2 0-1-9.0-6-131 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TP12007 CSI TC 0 78 BC 0 29 WB 0 00 (Mabix) DEFL in (loc) l/defl Ud Vert(LL) -0 06 2-3 >999 240 Vert(TL) -0 16 2-3 >453 180 Horz(TL) 0 00 2 n/a n/a PLATES GRIP MT20 220/195 Weight 22 lb FT = 20% LUMBER TOPCHORD 2 X 4 DF 2400F 2 OE BOT CHORD 2X4 DFNo l&Bfr WEBS 2 X 4 DF Stud/Std WEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=275/Mechanical, 2=275/0-3-8 (mm 0-1-8) Max Horz3—93{LC6) Max Uplift3=-30(LC 10), 2—24(LC 10) Max Grav3=508(LC 15), 2=508(LC 17) BRACING TOP CHORD BOT CHORD Stmctural wood sheathing directty applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross braang be installed dunng fruss erection, in accordance with Stabilizer Installabon guide FORCES (lb) - Max Comp /Max Ten TOPCHORD 1-3=-447/164 All forces 250 (lb) or less except virhen shown NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 6-2-15 zone, cantlever left and nghl exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinatons, which include cases with reductions for multple concunent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 4) * This tmss 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 beWiieen the bottom chord and any ottier members 5) Refer to girder(s) for tmss to tmss connectons 6) This fruss IS designed in accordance with the 2009 Intemabonal Residenbal Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This fruss has been designed for a moving concenfrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss LOADCASE(S) Standard 31J1 t/V!V iber 4,2011 ^ WARNING VenfydeslgnparametersandRFJiDNOTESONTHIS AND INCLUDED MTTEK REFERENCE PAGE tm 7473 ren JO'08 BEFORE USB Design vofid for use on^ wif h MfTek connectore This design is based only upon porametere shown and is for on individual building component Appficabllity of design paramentere and proper incorporation of component is responsibihty of building designer not truss designer Bracing shown IS for lateral support of individual web membere only Additional temporary bracing to insure stability dunng construction is the responsibillity of the erector Additional permanent bracing of fhe overall structure is the responsibifity of the building designer For general guidance regarding fabncation quality control storage delivery erection and bracing consult ANSIAPH Qualify Criteria DSB.89 and BCSI Building Component Safety Information available from Tnjss Plate Institute 281 N LeeSTreet Suite312 Alexandna VA 22314 MiTek' POWER TO PERFORM 7777 Greenback Lane Surte 109 Citms Heights CA 95610 [job. Tmss Trass Type Qty Ply ITll-10017 r '. R33830505 SAK AVENUE EJ11 Monopitch Tmss 1 1 r 4 Job Reference (optionall ^ A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industies Inc Fn Nov 04 13 16 18 2011 Paget IDhu0VbJNHc6ptgl\/\AvWoQ1oTySBcc--'p_Vv*OGXpl6f25HJEJqntK2eoLE5XflFeluldyMXph 6-7 12 I 5-7 12 Plate Offsets (X.Y) f2.0-0-0.0-1-4). \2 0-1-9.0-6-13] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TP12007 CSI TC 0 87 BC 0 25 WB 0 00 (Mafrix) DEFL Vert(LL) Vert(TL) HorzfTL) m (loc) l/defl Ud PLATES GRIP 0 04 2-3 >999 240 MT20 220/195 0 10 2-3 >669 180 0 00 2 n/a n/a Weight 20 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOT CHORD 2X4 DFNo l&Bfr WEBS 2 X 4 DF Stud/Std \AEDGE Right 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=241/Mechanical, 2=241/0-3-8 (mm 0-1-8) MaxHorz3=-83(LC6) Max Uplift3=-26(LC 10), 2=-21(LC 10) Max Grav3=486(LC 15), 2=486(LC 17) BRACING TOP CHORD BOT CHORD FORCES (lb) - Max Comp /Max Ten TOPCHORD 1-3=-432/154 All forces 250 (lb) or less except when shown Sbuctural wood sheattiing directty applied or 2-2-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required CTOSS braang be installed dunng buss erection, in accordance with Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 5-6-0 zone, canblever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactions shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinations, which include cases with reductions for mulbple concurtent live toads 3) This buss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any ottier live loads 4) * This fruss has been designed fbr 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 5) Refer to girder(s) for fruss to tmss connecbons 6) This fruss IS designed in accordance with ttie 2009 Intemabonal Residenbal Code sections R502 11 1 and R802 10 2 and referenced standarti ANSI/TPI 1 7) This fruss has been designed for a moving concenfrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent vmtti any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard ^ WARMING VenfydesignparametersandREADNOTBSONTHIS AND INCLUDED MTTEK RBFBRENCB PAGB Mil 7473 rea JO'08 BEFORE USB Design vafid for use only with MiTek connectore This design is based only upon porametere shovm and is for on Individual building component Applicabifity of design paramentere and proper incorporation of component is responsibifity of building designer - not fruss designer Bracing shown IS for taterol support of individual web memtjere only Addilional temporary bracing to insure stotahly dunng constmction is the responsibiifity of the erector Additional permanent bracing of the overall structure is the responsitality of the building designer For general guidance regarding fabncafion qualify controL storage defiveiy erecfion and tracing consult J\NSIAPI1 Quality Criteria DSB-89 and BCSI BuRding Component Safefy Infomialion available from Tmss Plate Inslltute 281 N LeeSTreet Suite 312, Alexandna VA 22314 Job Trass Trass Type Qty Ply ITll-10017 Trass Type R33830506 OAK 'AVENUE EJ12 Monopitch Trass 1 1 Job Reference (oobonal) A C Houston Lumber Co , Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov 04 13 16 19 2011 Paget ID hu0VbJNHc6ptglWwWoQ1oTySBcc-U-'Xu84Pul6QzGBgTbcr3K5tE0Bh4q_wUI1SH3yMXpg Plate Offsets (X.Y). ]3 0-3-2 0-3-7] LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 * BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TPI2007 CSI TC 0 83 BC 0 21 WB 0 00 (Mafrix) DEFL in (loc) l/defl Ud Vert(LL) -0 03 3^ >999 240 VertfTL) -0 08 3-4 >735 180 Hor2(TL) 0 00 3 n/a n/a PLATES GRIP MT20 220/195 Weight 21 lb FT = 20% LUMBER TOP CHORD BOT CHORD \NEBS SLIDER 2X4DF Nol&Bfr 2X4DF Nol&Bfr 2 X 4 DF Stud/Std Right 2 X 4 DF Stud/Std 2-8-1 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 4=234/Mechanical, 3=234/0-3-8 (mm 0-1-8) Max Horz4—82(LC 6) Max Uplift4=-26(LC 10), 3-20(LC 10) Max Grav4=481(LC 15), 3=481(LC 17) FORCES (lb) - Max Comp /Max Ten TOP CHORD 1^=-429/148 All forces 250 (lb) or less except when shown Sbuctural wood sheathing directty applied or 5-4-1 oc puriins, except end verticals Rigid ceiling directty applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf; h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 5-4-1 zone, cantlever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinations, which include cases with reductions for multple concunent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any ottier live loads 4) * This tmss 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 vyide will fit between the bottom chord and any other members 5) Refer to girder(s) for buss to tmss connecbons 6) This fruss IS designed in accordance with ttie 2009 Intemabonal Residenbal Code sections R502 111 and R802 102 and referenced standard ANSI/TPI 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard 4,2011 ^ WARmNG Verify dtvifgn parameters and READ NOTES ON TH/S AND INCLUDBD MTTEK REFERENCE FAGE MTI 7473 reu JO '08 BEFORE U&B Design valid for use onty with MiTek connectors This design is based onty upon parameters shown and is for an individual building component , Appficobifify of design paramenters and proper incorporation of component is responsibifify of building designer - nof tmss designer Bracing shown IS for taterol support of individual web nnembers only Additional temporary bracing to insure stability dunng constmction is the responsibillity of the erector Additional permanent bracing of fhe overall stmcture is the responsibifity of the building designer For general guidance regarding fabncation quafity control storage delivery erecfion and bracing consult ANSIAPH QuaDty Criteria DSB 89 ond BCSI BuUding Component Safety InformoHon ovaitable from Truss Plate Institute 281 N LeeSTreet Suite 3)2 AJexondno VA 223)4 MiTek' o PERFORM. 7777 Greenback Lane Suite 109 Cf (TUS Heights CA 95610 I'jdb Tmss Trass Type Qty Ply ITll-10017 Trass Type R33830507 ICAK AVENUE EJ13 Jack-Open Trass 8 1 I—* Job Reference (optonal) V A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfries, Inc Fn Nov 04 13 16 20 2011 Paget ID hu0VbJNHc6ptglWwWoQ1oTySBcc-yB5GLPPW3QZquLEfRn^ltlQVOb2)/\/ZP32iyn'pWyMXpf 1 H=? 1 Plate Offsets (X.Y). [1.0-0-0.0-1-3]. [1 0-1-6 0-5-21 LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code 1RC2009/TP12007 CSI TC 0 41 BC 0 39 WB 013 (Mafrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0 10 1-4 >821 240 MT20 220/195 0 25 1^ >328 180 0 00 4 n/a n/a Weight 30 lb FT = 20% LUMBER TOP CHORD BOT CHORD WEBS 2X4 DF No l&Bfr 2X4 DF No l&Bfr 2X4 DF No l&Bfr'Except' 2-4 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD WEDGE Left 2X4 DF Stud/Std REACTIONS (Ib/size) 1=306/0-3-8 (mm 0-1-8), 4=306/Mechanical MaxHorz1=136(LC7) Max Uplifti =-24(LC 10), 4=-36(LC 10) Max Grav1=529(LC 18), 4=529(LC 17) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-5=-487/132, 5-6=-458/134, 6-7=-445/138, 2-7=-430/145, 3-4=-368/90 BOT CHORD 1-4=-241/408 WEBS 2-4=-488/234 Sfructural wood sheathing directty applied or 6-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng tmss erection, in accordance with Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf; BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft; Cat II, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, Intenor(l) 3-1-12 to 6-11-4 zone, canblever left and nght exposed , end vertical left and right exposed,C-C for members and forces & MWFRS fbr reacbons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinatons, which include cases with reductions for multple concunent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurrent vwUi any other live loads 4) ' This buss has been designed for a live load of 20 Opsf on ttie bottom chord m all areas where a rectangle 3-6-0 tall by 2-0-0 wnde will fit between the bottom chord and any other members 5) Refer to girder(s) for tmss to tmss connecbons 6) This fruss IS designed in accordance with the 2009 Intematonal Residental Code sections R502 111 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tuss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard 4,2011 ^ WARMING Venfy design parameters and READ NOTSS ON THIS AND INCLUDED MTTEK REFERENCE PAGB mi 7473 rea JO'08 BEFORE U&B Design valid tor use only with MiTek connectore This design is based only upon paromelere shown and is for an individual building componenl Appficabllity of design paramentere and proper incorporotion of component is responsibility of building designer - nof truss designer Bracing shown IS for taterol support of individual web members only Additional femporary bracing to insure stabifity dunng constmcfion is the responsibiifity of fhe erector Additional permanent bracing of the overall structure is fhe responsibility of fhe building designer For general guidance regarding tabncotion quality control storage defivery erection and bracing consult ANSIAPH Qualify Criteria DSB-89 and BCSI Bufiding Component Safety Infonnation available from Tmss Ptate Institute 281 t^ LeeSTreet Suite 312 Alexondna VA 22314 Jl MiTek' 7777 Greenback Lane Suite 109 Citms Heights CA, 95610 tjab Tmss Tmss Type Qty Ply ITll-10017 t R33830508 04K AVENUE EJ14 Jack-Open Tmss 5 1 Job Reference (ootional) . A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Indusfries Inc Fn Nov 04 13 16 21 2011 Page 1 IDhuOVbJNHc6plglWivWoQ1oTySBcc-QOfeYIQ8qkhhWVpr_tt»tXPWyYVLaluPBxcWYMyyMXpe 6-0-0 I Scale = 1 26 4 550 flT ^^^^ 4 ^••^ ^^^^ ^2 5x6 ll _Plate Offsets (X.Y) [1 0-0-0.0-1-3]. [1.0-1-6.0-5-2]_ LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Inaease 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0 96 BC 0 27 WB 0 00 (Mafrix) DEFL Vert(LL) VertfTL) HorzfTL) in (loc) l/defl Ud PLATES GRIP 0 05 1-3 >999 240 MT20 220/195 014 1-3 >513 180 0 00 3 n/a n/a Weight 22 lb FT = 20% LUMBER BRACING TOPCHORD 2X4 DFNo l&Bfr TOPCHORD BOTCHORD 2X4 DFNo l&Bfr BOTCHORD WEBS 2X4 DFNo l&Bfr WEDGE Left. 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=253/Mechanical, 1=263/0-3-8 (mm 0-1-8) MaxHorz1=117(LC7) Max Uplift3=-31(LC 10), 1=-21(LC 10) Max Grav3=487(LC 16), 1=501(LC 17) FORCES (lb)-Max Comp/Max Ten - All forces 250 (lb) or less except when shown TOPCHORD 2-3=-429/195 NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf, BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, lntenor(1) 3-1-12 to 5-10-4 zone, cantlever left and nght exposed , end vertical left and nght exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinatons, virtiich include cases with reductions for mulbple concurtent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any ottier live loads 4) ' This buss 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 5) Refer to girder(s) for fruss to tmss connecbons 6) This truss is designed in accordance witti the 2009 Intemabonal Residenbal Code sections R502 11 1 and R802 10 2 and referenced standard ANSl/TPl 1 7) This buss has been designed for a moving concenfrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcun-ent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this tmss LOADCASE(S) Standard Sfructural wood sheathing directly applied, except end vertcals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng buss erection, in accordance with Stabilizer Installabon guide EXP123.1-11 (/ember 4,2011 ^ WARNING VenfydeslgnparametersandRBADNOTBSONmS AND INCLUDBD MTTEK RFFERBNCB PAGB Mn 7473 rea 10'OS BEFORE USB Design vofid for use only with MiTeIc connectore This design is based only upon paromelere shown and is tor on individual building component Apphcobifity of design poromentere and proper incoiporotion of component is responsibifity of building designer - nof truss designer Bracing shown IS for lateral support of individual web membere only Additional temporary bracing to insure stability dunng construction is the lesponsibilRty of fhe erecfor Additional permanent tuaang of the overall structure is the responsibifity of the building designer For general guidance regarding tabncotion quafily control, storage defivery erection and bracing consult ANSIAPH Quafity Criteria DSB-89 and BCSI Building Component Safety Infonnation available from Tnjss Ptate Institute 281 N LeeSTreet Sulte312 Alexandra VA22314 MiTek' POWER TO PERFORM." 7777 Greenback Lane Surte 109 Citms Heights CA 95610 [job Trass Trass Type Qty Ply IT11-10017 R33830509 IfiAK AVENUE EJ15 Jack-Open Tmss 1 1 Job Reference (optional) . A C Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 21 2011 Page 1 ID huOVbJNHc6ptglWwWoQ1oTySBcc-QOfeYIQ8qkhh)Wpr_MtXPWyYR-7MwluPBxcWYMyyMXpe 1 5-9-4 2X4 ll _Plate Offsets (X.Y) [1 0-0-0.0-1-3]. ]1 0-1-6.0-5-21_ LOADING (psf) TCLL 20 0 TCDL 20 0 BCLL 0 0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code IRC2009/TPI2007 CSI TC 0 90 BC 0 25 WB 0 00 (Mafrix) DEFL Vert(LL) Vert(TL) HorzfTL) in (loc) l/defl Ud 0 05 1-3 >999 240 0 12 1-3 >578 180 0 00 3 n/a n/a PLATES MT20 GRIP 220/195 Weight 21 lb FT = 20% LUMBER TOPCHORD 2X4 DFNo l&Bfr BOT CHORD 2X4 DFNo l&Bfr WEBS 2X4 DFNo l&Bfr WEDGE Left 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=243/Mechanical, 1=253/0-3-8 (mm 0-1-8) Max Horz1=112(LC 7) Max Uplift3=-30(LC 10), 1=-20(LC 10) Max Grav3=480(LC 16), 1=494(LC 17) BRACING TOP CHORD BOT CHORD FORCES (lb) - Max Comp /Max Ten TOPCHORD 2-3=-424/190 All forces 250 (lb) or less except when shown Sfructural wood sheathing directty applied or 2-2-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required CTOSS bracing be installed dunng ttuss erection, in accordance with Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft. Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) 0-1-12 to 3-1-12, Intenor(l) 3-1-12 to 5-7-8 zone, cantlever left and nght exposed , end vertical left and nghtexposed,C-C for members and forces & MWFRS for reactons shown Lumber D0L=1 60 plate gnp D0L=1 60 2) This fruss has been designed for basic load combinations, which include cases with reductions for multple concunent live loads 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other live loads 4) * This buss 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 5) Refer to girder(s) for buss to tmss connecbons 6) This fruss IS designed in accordance with ttie 2009 Intemabonal Residenbal Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This fruss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurtent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in ttie analysis and design of this tmss LOADCASE(S) Standard ember 4,2011 ^ WARMING Venfy design parameters and READ MOTES ON THIS AND INCLUDBD mrSK RBFERENCB PAGB Mn 7473 rea 10'OS BEFORE USB Design vafid for use only with MiTek connectore The design is based onty upon porametere shown ond is for on individual building componenl Appficabllity of design poromentere and proper incorporation of component is responsibihty of building designer - not tnjss designer Bracing shown IS for lateral support of individual web membere only Additional temporary bracing to insure sfabifify dunng constmcfion is the responsibiifity of fhe erector Additional permanent bracing of fhe overall structure is fhe responsibility of the building designer For general guidance regarding fabncation quafify control, storage dehvery erection and bracing consult ANSIAPH Quality Criteria DSB-89 and BCSI Bufiding Component Safety Information available from Truss Ptate Institute 281 N LeeSTreet Suite312 Alexondna VA22314 MiTek' POWER ro PERFORM. 7777 Greenback Lane Surte 109 Citms Heights CA 95610 .lOb Trass Tmss Type Qty Ply ITll-10017 R33830510 PAKVVENUE EJ16 Jack-Open Tmss 2 1 Job Reference (optonaM VAC Houston Lumber Co Inc Indio CA 92201 7 250 s Aug 25 2011 MiTek Industnes Inc Fn Nov 04 13 16 22 2011 Page 1 IDhu0VbJNHc6ptglWwWoQ1oTySBcc-uaD0m5Rmb1pY7fO2Y4OmyjVpuPji1LeLAGG6uOyMXpd '2x4 II 2x4 11^ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 20 0 Plates Increase 1 25 TC 0 53 Vert(LL) -0 01 2-3 >999 240 MT20 220/195 TCDL 20 0 Lumber Inaease 1 25 BC 015 VertfTL) -0 02 2-3 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0 00 HoizfTL) 0 00 2 n/a n/a BCDL 100 Code IRC2009/TP12007 (Matnx) Weight 14 lb FT = 20% LUMBER TOPCHORD 2X4DFNo1&Bfr BOT CHORD 2X4 DFNo l&Bfr WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 3=167/M6chanical, 2=167/0-3-8 (mm 0-1-8) Max Horz3=-80(LC6) Max Uplift3-20(LC 10), 2=-12(LC 10) Max Grav3=436(LC 15), 2=436(LC 17) BRACING TOP CHORD BOT CHORD FORCES (lb) - Max Comp /Max Ten TOPCHORD 1-3-399/143 All forces 250 (lb) or less except when shown Sfructural wood sheathing directty applied or 4-0-0 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed dunng fruss erection, in accordance with Stabilizer Installabon guide NOTES 1) Wind ASCE 7-05, 90mph, TCDL=6 Opsf BCDL=6 Opsf h=25ft, B=45ft, L=24ft, eave=4ft; Cat 11, Exp C, enclosed, MWFRS (all heights) and C-C Extenor(2) zone, cantlever left and right exposed , end vertical left and right exposed,C-C for members and forces & MWFRS for reactons shown. Lumber D0L=1 60 plate gnp D0L=1 60 2) This buss has been designed for basic load combinatons, which include cases with reductions for mulbple concurtent live loads 3) This fruss has been designed for a 10 0 psf bottom chord live load nonconcurtent with any other hve loads 4) * This fruss 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 5) Refer to girder(s) for fruss to tmss connections 6) This fruss IS designed in accordance with the 2009 Intematonal Residental Code sections R502 11 1 and R802 10 2 and referenced standard ANSI/TPI 1 7) This tmss has been designed for a moving concentrated load of 300 Olb live and 25 Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads 8) "Semi-ngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this fruss LOADCASE(S) Standard 'er 4,2011 WARNING Venfy design parami^ers and READ NOTES ON THIS AND INCLUDFJl mTEK RBFERENCB PAGE MD 7473 rea 10 08 BBFORB USB Design valid for use only with MiTek connectore This design is txised only upon porametere shown and is for on individual buitaing component Appficobifify of design paramentere and proper incoiporation of component is responsibihty of building designer - not tmss designer Bracing shown IS for taterol support of individual web members only Additional temporary tsrocing to insure stabifity dunng constmction is the responsibiifity of the erector Additional permanent txacing of the overafi stmcture is the responsibility of the building designer For general guidance regarding fabncafion quality confrol storage defivery erection and brocing consult ANSIAPH Qualify Critena DSB 89 and BCSI Building Component Safely Infonnation available from Trass Plate Institute 281 N LeeSTreet Suite 312 Alexondna VA 22314 MiTek' POWER ro PERFORM. 7777 Greenback Lane Suite 109 Citms Heights CA 95610 Symbols PLATE LOCATION AND ORIENTATION •V/; Center plate on joint unless x, y offsets are indicated Dimensions ore in ft-in-sixteenths Apply plates to both sides ot truss and fully embed teeth 0-y For 4 x 2 orientation, locate plates O-'iW from outside edge of truss This symbol indicates the required direction of slots in connector plates ' Plate locafion def alls available fn MiTek 20/20 software or upon request PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots Second dimension is the length parallel to slots LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output Use T, I or Eliminator bracing if indicated Indicotes location where bearings (supports) occur Icons vary but reaction section indicates )0int number where bearings occur Industry Standards ANSl/TPll DSB-89 BCSI f •V National Design Specification for Metal Plate Connected Wood Truss Construction Design Standard for Bracing Building Component Safety Information, Guide to Good Prtjctice for Handling, Installing 8. Bracing of Metal Plate Connected Wood Trusses Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) TOP CHORDS Cl-2 C2-3 O s WEBS A 4 u C7.« C6-7 05-4 BOTTOM CHORDS 7 JOINTS ARE GENERALLY NUMBERED/LEnERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports ESR-1311, ESR-1352, ER-5243, 9604B, 95-43, 96-3], 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTek® All Rights Resen/ed POWER ra PER FORM." MiTek Engineenng Reference Sheet MII-7473 rev 10-'08 General Safety Notes Failure to Follow/ Could Cause Property Damage or Personal Injury 1 Additional stability bracing for truss system e g diagonal or X-bracing is always required See BCSI 2 Truss bracing must be designed by an engineer For wide tmss spacing individual lateral braces themselves may require bracing or alternative T, I or Eliminator bracing should be considered 3 Never exceed fhe design loading shown and never stack matenals on inadequately braced tmsses 4 Provide copies of this truss design to the building designer erecfion supervisor property owner and all other interested parties 5 Cut members to bear tightly against each other 6 Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations ore regulated by ANSl/TPl 1 7 Design assumes trusses will be suitably protected from the environment in accord with ANSl/TPl 1 8 Unless otheiwise noted moisture content of lumber shall not exceed 19% at time of fabncafion 9 Unless expressly noted this design is not applicable for use with fire retardant preservative treated or green lumber 10 Camberis a non-stnjcturol consideration and is the responsibility of truss fabncotor General practice is to camber for dead load deflecfion 11 Plate fype size onentation and location dimensions indicated are minimum platng requirements 12 Lumber used shall be of the species and size and in all respects, equal to or better than that specified 13 Top chords must be sheathed or purlins provided at spacing indicated on design 14 Bottom chords require lateral bracing at 10 ft spacing or less if no ceiling is installed unless otherwise noted 15 Connections not shown are the responsibility of others 16 Do not cut or alter tnjss member or plate without pnor approval of on engineer ] 7 Install and load vertically unless indicated otherwise 18 Use of green or treated lumber may pose unacceptable environmental health or performance nsks Consult with projecf engineer before use 19 Review all portons of this design (front bock words and pictures) before use Reviewing pictures alone IS not sufficient 20 Design assumes manufacture in accordance with ANSI/TPI 1 Quality Cntena r OAK AVENUE RESIDENCE RECOMMENDED HANGER SCHEDULE CARRIED MEMBER SUPPORTING MEMBER TOP CHORD BOTTOM CHORD USP SIMPSON ALL CG EXCEPT NOTED ALL MEMBERS X HJC26 THJA26 B02THRU BIO B15GD X HUS26 HUS26 B15 8170 X HUS26 HUS26 B15GD B11G X GTWS2T THQ02-SDS3 B16GEG B17G X THD26-2 HHUS26-2 B17G B14G X THDH26-2 HGUS26-2 B18 BUG X LUS26 JUS26 B20 B23 BEAM orBIIG X JUS26 LUS26 B21G BEAM X HUS26 HUS26 B22G BEAM X THD26-2 HHUS26-2 ALL EJ EXCEPT NOTED ALL MEMBERS X JUS26 LUS26 " note use 1 -112" x 10d nails at 64% of catalog value NOTE OPEN END JACKS LESS -THAN 8 -0' REQUIRE (3) 12d TOE-NAILS ig TC i (3) 12d TOE N/MLS @ BC PER STAND/iKD DETAIL CJ01 CJ02 O O EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Ray & Darlene Gauthier 3576 Highland Drive Carlsbad, California 92008 February 2, 2012 Project No 11-1106F5 Subject Foundation Excavation Observation Proposed Single-Family Residence 1215 Oak Avenue (Parcel 2) Carlsbad, California 92008 Reference "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, California", Project No 11-1106F5, Prepared by East County Soil Consultation and Engineering, Inc , Dated December 3, 2011 Dear Mr & Mrs Gauthier- In accordance with your request, we have observed the foundation excavations for the raised wood floor area of the proposed single-family residence at the subject site. The footings have been excavated to the proper depth and width into competent bearing soils and are in compliance with the approved buildmg plans Foundation excavations, soil expansion characteristics and soil bearing capacity are m accordance with the referenced geotechnical report If we can be of further assistance, please do not hesitate to contact our office Respectfully submitted, Mamadou Saliou Diallo, P E RCE 54071,GE 2704 MSD\md EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Ray & Darlene Gauthier 3576 Highland Drive Carlsbad, California 92008 March 7,2012 Project No 11-1106F5 Subject Fmal Foundation Excavation Observation Proposed Single-Family Residence 1215 Oak Avenue (Parcel 2) Carlsbad, California 92008 References 1 "Report of Field Density Tests, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, California", Project No 11-1106F5, Prepared by East County Soil Consultation and Engineenng, Inc , Dated March 7, 2012 2 "Foundation Excavation Observation, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, California", Project No 11-1106F5, Prepared by East County Soil Consultation and Engineermg, Inc , Dated February 2, 2012 3 "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, California", Project No 11-1106F5, Prepared by East County Soil Consultation and Engmeering, Inc , Dated December 3, 2011 Dear Mr &Mrs Gauthier In accordance with your request, we have observed the foundation excavations for the slab area of the proposed single-family residence at the subject site The footings have been excavated to the proper depth and width mto competent bearing soils and are in compliance with the approved building plans Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report If we can be of further assistance, please do not hesitate to contact our office Respectfull Mamadou Saliou Diallo, P E RCE 54071, GE 2704 MSD\md EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 Fax 619 258-7902 Ray & Darlene Gauthier 3576 Highland Drive Carlsbad, California 92008 March 7,2012 Project No 11-1106F5 Subject Report of Field Density Tests Proposed Single-Family Residence 1215 Oak Avenue (Parcel 2) Carlsbad, California 92008 References 1 "Foundation Excavation Observation, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, California", Project No I1-1106F5, Prepared by East County Soil Consultation and Engineering, Inc , Dated February 2, 2012 2 "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1215 Oak Avenue (Parcel 2), Carlsbad, California", Project No 11-1106F5, Prepared by East County Soil Consultation and Engineering, Inc , Dated December 3, 2011 Dear Mr &Mrs Gauthier This IS to present the results of field density tests performed on the backfill of the stem wall for the slab area of the proposed single-family residence at the subject site In accordance with your request, in-place field density tests were performed in accordance with ASTM D1556 (Sand Cone Method) The results of the field density tests are presented on Page T-l under "Table of Test Results" The laboratory determinations of the maximum dry density and optimum moisture content of the backfill material are set forth on Page L-l under "Laboratory Test Results" The approximate test locations are shown on Plate No 1 The backfill material consisting of on-site soils was placed in thm lifts, moisture conditioned around optimum and compacted in excess of 90 percent relative compaction Compaction was achieved with the use of a hand whacker If we can be of further assistance, please do not hesitate to contact our office Pages T-1 and L-1 arg Respectfully Mamadou Sail RCE 54071, GE 2 MSD/md RAY&DARLENE GAUTHIER/OAK AVENUE PROJECT NO 11-106F5 PAGE T-l TABLE OF TEST RESULTS ASTM D1556 TEST NO. SOIL TYPE 1 DEPTH OF FILL IN FEET 2FG 2 FG FIELD MOISTURE %DRY WT. 10 1 90 DRY DENSITY P.C.F. 124 7 120 6 MAXIMUM DRY DENSITY P.C.F 130 0 130 0 PERCENT COMPACTION 96 93 REMARKS FG = FINISH GRADE RAY&DARLENE GAUTHIER/OAK AVENUE PROJECT NO 11-106F5 PAGE L-l LABORATORY TEST RESULTS RESULTS OF MAXIMUM DENSITY AND OPTIMUM MOISTURE The maximum dry densities and optimum moisture contents of the fill materials as determined by ASTM D1557, Procedures A and B which use 25 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4-inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers m a 6-inch diameter 1/13 3 cubic foot compaction cylinder are presented as follows SOIL TYPE/ PROCEDURE DESCRIPTION MAXIMUM DRY DENSITY LB/CU FT OPTIMUM MOISTURE CONTENT % DRY WT 1/A DARK BROWN, SILTY SAND 130 0 90 E.^ST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HARTLEY RD. SUITE !. SANTEE, CA 92071 (619)258-7901 Fax (619) 258-7902 ,&/yff ^^J^£ ^>flyXZ//£.^^ /^AyiS^'^^ ^<^^^ ^^^^ ^<^^^ ^^^^ ^O/^^^c^ ^^^^^^ EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Ray & Darlene Gauthier December 3, 2011 3576 Highland Drive Project No 11-1106F5 Carlsbad, California 92008 Subject Foundation Plan and Details Review Proposed Single-Family Residence 1215 Oak Avenue (Parcel 2) Carlsbad, California 92008 Reference "Limited Geotechnical Investigation, Proposed Single-Family Residence, 1215 Oak Drive (Parcel 2), Carlsbad, California 92008", Project No 11-1106F5, Prepared by East County Soil Consultation and Engineering, Inc , Dated April 18, 2011 Dear Mr & Mrs Gauthier In accordance with your request, we have reviewed the foundation plan and details prepared by Wright Design of Carlsbad, California and Mike Surprenant and Associates of San Diego, California for the proposed single-family residence at the subject site The foundation plan and details were found to be in substantial conformance with the recommendations provided in the referenced geotechnical report Our firm should observe the foundation excavations for proper size and embedment into competent bearing soils If we can be of further assistance, please do not hesitate to contact our office Respectfully submitted. Mamadou Saliou Diallo, P E RCE 54071, GE 2704 MSD\md 0 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Ray & Darlene Gauthier 3576 Highland Drive Carlsbad, California 92008 Subject Limited Geotechnical Investigation Proposed Single-Family Residence 1215 Oak Avenue (Parcel 2) Carlsbad, California 92008 April 18,2011 Project No 11-1106F5 Dear Mr & Mrs Gauthier In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the proposed development Our investigation has found that the subject site is underlain by topsoil to a maximum depth of approximately 2 feet below existing grade Dense sandstone of the Terrace Deposits Formation was underlying the topsoil to the explored depth of 7 feet It is our opinion that the proposed development is geotechnically feasible provided the recommendations herein are implemented m the design and construction Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office Respectfully submitted. Mamadou Saliou Diallo, P E RCE 54071, GE 2704 MSD\md RAY&DARLENE GAUTHIER/OAK AVENUE PROJECT NO II-106F5 TABLE OF CONTENTS INTRODUCTION 3 SCOPE OF SERVICES 3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION 3 FIELD INVESTIGATION AND LABORATORY TESTING 4 GEOLOGY 4 Geologic Setting 4 Site Stratigraphy 4 SEISMICITY 5 Regional Seismicity 5 Seismic Analysis 5 2010 CBC Seismic Design Cnteria 5 Geologic Hazard Assessment 6 GEOTECHNICAL EVALUATION 6 Compressible Soils 7 Expansive Soils 7 Groundwater 7 CONCLUSIONS AND RECOMMENDATIONS 7 GRADING AND EARTHWORK 7 Clearing and Grubbing 8 Structural Improvement of Soils 8 Transitions Between Cut and Fill 8 Method and Criteria of Compaction 9 Erosion Control 9 Standard Grading Guidelines 9 FOUNDATIONS AND SLABS 9 SETTLEMENT 10 PRESATURATION OF SLAB SUBGRADE 10 TEMPORARY SLOPES 10 TRENCH BACKFILL 10 DRAINAGE 11 FOUNDATION PLAN REVFEW TT LIMITATIONS OF INVESTIGATION 11 ADDITIONAL SERVICES 12 PLATES Plate 1- Location of Exploratory Boreholes Plate 2 - Summary Sheet (Exploration Borehole Logs) Plate 3 - USCS Soil Classification Chart PAGE L-l, LABORATORY TEST RESULTS 14 REFERENCES 15 RAV&DARLENE GAUTHIER/ OAK AVENUE PROJECT NO II-106F5 INTRODUCTION This is to present the findings and conclusions of a limited geotechnical investigation for a proposed two-story, single-family residence to be located south of the existing residence at 1215 Oak Avenue, in the City of Carlsbad, California The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed development SCOPE OF SERVICES The following services were provided during this investigation O Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area O Subsurface exploration consisting of four (4) boreholes within the limits of the proposed area of development The boreholes were logged by our Staff Geologist O Collection of representative soil samples at selected depths The obtained samples were sealed m moisture-resistant containers and transported to the laboratory for subsequent analysis O Laboratory testing of samples representative of the types of soils encountered dunng the field investigation O Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations O Production of this report, which summanzes the results of the above analysis and presents our findings and recommendations for the proposed development SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site descnbed as Parcel 2 is a rectangular-shaped residential lot located on the south - side. •oJlDak_Ay_erLue,_m„the City ofCarlsbad. California Parcel 2. which encompasses an area of approximately 10.600 square feet, is vacant with general drainage to the northwest Access is from Oak Avenue via a 20-foot wide easement along the east side of Parcel 1 Vegetation consisted of a tree and grass The site is surrounded by residential properties including an apartment complex to the south No architectural plans were available at the time of this investigation It is our understanding that the proposed construction will include a single-family residence The structure will be two-story, wood-framed and founded on continuous footings with raised-wood and slab-on-grade floors RAY&DARLENE GAUTHIER/ OAK AVENUE PROJECT NO II-I06F5 FIELD INVESTIGATION AND LABORATORY TESTING On March 29, 2011, four (4) boreholes were excavated to a maximum depth of approximately 7 feet below existing grade with a hand auger The approximate locations of the boreholes are shown on the attached Plate No 1, entitled "Location of Exploratory Boreholes" A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No 2 entitled "Summary Sheet" The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No 3 entitled "USCS Soil Classification" Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials The laboratory-testing program included moisture and density, maximum dry density and optimum moisture content, particle size analysis and expansion index tests These tests were performed in general accordance with ASTM standaids and other accepted methods Page L-l and Plate No 2 provide a summary of the laboratory test results GEOLOGY Geologic Setting The subject site is located within the southem portion of what is known as the Peninsular Ranges Geomorphic Province of California The geologic map pertaimng to the area indicates that the site is underlain by Pleistocene marine terrace deposits (Qt) Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred fi:om the geologic literature Detailed descnptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No 2 The following paragraphs provide general descriptions of the encountered soil types Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other organic matenals, which supports vegetation Topsoil was observed m all boreholes with a thickness ranging ~frorn~app^oximately~6TiichesW2"feet~ It cbnsfsted'dfdafk brown, silty sand that was moist, loose~aird" porous in consistency with some organics (roots and rootlets) Marine Terrace Deposits (Qt) Marine terrace deposits were observed below the topsoil layer They generally consisted of tan brown, silty sand that was moist and medium dense to dense in consistency RAY& DARLENE GA UTHIER/ OAK A VENUE PROJECT NO 11-I06F5 SEISMICITY Regional Seismicitv Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state The portion of southern California where the subject site is located is considered seismically active Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quatemary faults The primary factors m evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile According to the Fault-Rupture Hazard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quatemary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i e , Hoiocene time) "Potentially-active" fauhs are those fauhs with evidence of displacing Quatemary sediments between 11,000 to 16,000 years old Seismic Analvsis Based on our evaluation, the closest known "active" fault is the Rose Canyon Fault located approximately 5 6 miles (9 kilometers) to the west The Rose Canyon Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration The Seismicity of the site was evaluated utilizing deterministic methods (Eqseach/ Eqfault ver 3 0, Blake, 2008) for active Quatemary faults within the regional vicmity The site may be subjected to a Maximum Probable Earthquake of 6 9 Magnitude along the Rose Canyon fault, with a corresponding Peak Ground Acceleration of 0 43 g The maximum Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA) It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occumng withm 20 miles of a site Based on the above, the calculated Credible "RITGAatlHes'ite'isT)"'2Eg ~ 2010 CBC Seismic Design Critena A review of the active fault maps pertaining to the site indicates the existence of the Rose Canyon Fault Zone approximately 9 km to the west Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site With respect to this hazard, the site is comparable to others m the general area The proposed residential structure should be designed in accordance with seismic design requirements of the 2010 Cahfomia Building Code or the Structural Engineers Association of California using the followmg seismic design parameters RAY& DARLENE GA UTHIER/ OAK A VENUE PROJECT NO ll-l 06F5 PARAMETER VALUE 2007 CBC REFERENCE Site Class D Table 1613 5 2 Mapped Spectral Acceleration For Short Penods, Ss 1 283 Figure 1613 5(3) Mapped Spectral Acceleration For a 1-Second Period, Sj 0 483 Figure 1613 5(4) Site Coefficient, F^j 1 0 Table 1613 5 3(1) Site Coefficient, Fv 1 5 Table 1613 5 3(2) Geologic Hazard Assessment Ground Rupture Ground mpture due to active faulting is not considered likely due to the absence of known fault traces withm the vicinity of the project, however, this possibility cannot be completely mled out The unlikely hazard of ground mpture should not preclude consideration of "flexible" design for on-site utility lines and connections Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking Based on the absence of shallow groundwater and consistency of the underlying terrace deposits, it is our opinion that the potential for hquefaction is very low Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site There are no obvious geologic hazards related to landsliding to the proposed development or adjacent properties Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation and distance from the ocean The site is also not subject to seiches (waves m confined bodies of water) GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the proposed constmction is feasible from a geotechnical standpoint provided the recommendations provided herein will be properly implemented during stmctural development In order to provide a uniform support for the proposed residence, footings should be excavated into properly compacted fill soils or extended to the dense terrace deposits The new foundations may consist of reinforced continuous and/ or spread footings with the proposed raised-wood and slab-on- RAY& DARLENE GA UTHIER/ OAK A VENUE PROJECT NO 11-I06F5 grade floors Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report Compressible Soils Our field observations and testing indicate low compressibility within the terrace deposits, which underlie the site However, loose topsoil was typically encountered to depths ranging from approximately 6 inches to 2 feet below surface grades These soils are compressible Due to the potential for soil compression upon loading, remedial grading of these loose soils, including overexcavation and recompaction will be required unless footings are extended to the dense terrace deposits Following implementation of the earthwork recommendations presented herein, the potential for soil compression resultmg fi:om the new development has been estimated to be low The low-settlement assessment assumes a well-planned and maintained site drainage system Recommendations regarding mitigation by earthwork constmction are presented in the Grading and Earthwork recommendations section of this report Expansive Soils An expansion index test was performed on a representative sample of the formational soils to determine volumetric change charactenstics with change in moisture content An expansion index of 0 was obtained which indicates a very low expansion potential for the foundation soils Groundwater Static groundwater was not encountered to the depths of the boreholes The subject site is located at an elevation of approximately 100 feet above Mean Sea Level We do not expect groundwater to affect the proposed constmction Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation This mcludes site reconnaissance field investigation, laboratory testing and our general knowledge of the soils native to the site The site is suitable for the proposed residential development provided the recommendations set forth are implemented during construction GRADING AND EARTHWORK Based upon the proposed constmction and the information obtained during the field investigation, we anticipate that the proposed stmcture will be founded on continuous and/ or spread footings, which are supported by properly compacted fill or dense sandstone of the Terrace Deposits Formation The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified dunng constmction by our field representative RAY&DARLENE GAUTHIER/ OAK AVENUE PROJECT NO 11-106F5 Clearing and Grubbing All areas to be graded or to receive fill and/or stmctures should be cleared of vegetation Vegetation and the debris from the clearing operation should be properly disposed of off-site The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the inception of, or during grading All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method and Cnteria of Compaction section of this report Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil covers the site to depths ranging from approximately 6 inches to 2 feet below existing grade These surficial soils are susceptible to settlement upon loading Based upon the soil characteristics, we recommend the following * All topsoil and other loose natural soils should be completely removed from areas, which are planned to receive compacted fills and/or stmctural improvements The bottom of the removal area should expose competent matenals as approved by ECSC&E geotechmcal representative Pnor to the placement of new fill, the bottom of the removal area should be scanfiied a minimum depth of 6 inches, moisture-conditioned within 2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (ASTM D1557 test method) * Overexcavation should be completed for the structural building pad to a minimum depth of 3 feet below finish pad grades The limit of the required areas of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint) * Soils utilized as fill should be moisture-conditioned and recompacted m conformance with the following Method and Criteria of Compaction section of this report The depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of ECSC&E * An alternative to the overexcavation and recompaction of the existing topsoil is to extend the~fooEngs to the dense sandstone of the Terrace Deposits Formation However, for the garage slab support, we recommend overexcavation and recompaction of the upper two feet of subgrade Foundation excavations should be observed by a representative of this firm to verify competent bearing soils Transitions Between Cut and Fill The proposed stmcture is anticipated to be founded in either properly compacted fill or dense sandstone of the Terrace Deposits Formation Cut to fill transitions below the proposed stmcture should be completely eliminated during the earthwork constmction as required m the previous section RAY& DARLENE GA UTHIER/ OAK A VENUE PROJECT NO II-106F5 Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debns, roots, vegetation or other deleterious materials Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned within 2 percent over the optimum moisture content and compacted to at least 90 percent relative compacfion per ASTM test method D1557 The on-site granular and non-expansive soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE pnor to delivery to the site Care should be taken to ensure that these soils are not detrimentally expansive Erosion Control Due to the granular characteristics of the on-site soils, areas of recent grading or exposed ground may be subject to erosion During constmction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the Uniform Building Code, and the requirements of the junsdictional agency Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined m the report shall govem FOUNDATIONS AND SLABS a Continuous and spread footings are suitable for use and should extend to a minimum depth of 18 "niches"belowThe lowest adjacent grade for the proposed two-story structure into the properly compacted fill soils or dense sandstone of the Terrace Deposits Formation Continuous footings should be at least 15 inches m width and reinforced with four #4 steel bars, two bars placed near the top of the footings and the other two bars placed near the bottom of the footings Isolated or spread footings should have a minimum width of 24 inches Their reinforcement should consist of a minimum of #4 bars spaced 12 inches on center (each way) and placed horizontally near the bottom b. The concrete garage floor slab should be a minimum 4 inches thick Reinforcement should consist of #3 bars placed at 18 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies" The slabs should be underlain by 2 RAY & DARLENE GAUTHIER/OAK AVENUE PROJECT NO 11-I06F5 inches of clean sand over a 10-mil visqueen moisture barrier The effect of concrete shrinkage will result in cracks m virtually all-concrete slabs To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump The mimmiun steel recommended is not intended to prevent shrinkage cracks c. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a mmimum of 12 inches into properly compacted fill soils or the dense sandstone of the Terrace Deposits Formation as set forth in the 2010 California Building Code, Table 1804 2 This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2 d. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil An allowable passive pressure of 250 pounds per square foot per foot of depth may be used A coefficient of friction of 0 35 is recommended The soils passive pressure as well as the bearing value may be increased by 1/3 for wmd and seismic loading SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated Because of the type and minor thickness of the fill soils anficipated under the proposed foofings and the light building loads, total and differential settlements should be withm acceptable limits PRESATURATION OF SLAB SUBGRADE Because of the granular characteristics of the existmg soils, presoaking of the subgrade pnor to concrete pour is not required However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur followmg site grading TEMPORARY SLOPES For the excavation of foundations and utility trenches, temporary vertical cuts to a maximum height of 4 feet may be constmcted m fill or natural soil Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1 1 (horizontal to vertical) slope ratio OSHA guidelines for trench excavation safety should be implemented during constmction TRENCH BACKFILL Excavafions for utility lines, which extend under structural areas should be properly backfilled and compacted Ufilifies should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe This backfill should be uniformly watered and compacted to a firm condifion for pipe support The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed m thin lifts, moisture-conditioned and compacted to at least 90% relative compaction 10 RAY& DARLENE GA UTHIER/ OAK A VENUE PROJECT NO I I-I 06F5 DRAINAGE Adequate measures should be undertaken to properly finish grade the site after the stmcture and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subsurface drains towards the natural drainage for this area A minimum gradient of 1 percent is recommended in hardscape areas For earth areas, a minimum gradient of 5 percent away from the structure for a distance of at least 5 feet should be provided Earth swales should have a minimum gradient of 2 percent Drainage should be directed to approved drainage facilities Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements FOUNDATION PLAN REVIEW^ Our firm should review the foundation plans during the design phase to assure conformance with the intent of this report During constmction, foundation excavations should be observed by our representative pnor to the placement of forms, reinforcement or concrete for conformance with the plans and specifications LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinanly exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities No other warranty, expressed or implied, is made as to the conclusions and professional advice included m this report This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc The samples collected and used for testing, and the observations made, are believed representative of site conditions, however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures As in most major projects, conditions revealed by constmction excavations may vary with preliminary findings If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or altemate designs recommended This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the informafion and recommendations contained herein are brought to the attention of the project architect and engineer Appropriate recommendations should be incorporated into the stmctural plans The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field The findings of this report are valid as of this present date However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties In addition, changes in applicable or appropriate standards may occur from legislafion or the broadening of knowledge Accordingly, the findings of this report may 11 RAY& DARLENE GA UTHIER/ OAK A VENUE PROJECT NO II-I06F5 be invalidated wholly or partially by changes outside of our control Therefore, this report is subject to review and should be updated after a period of two years ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report If East County Soil Consultation and Engineering, Inc is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during constmction Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development Plates No 1 through 3, Page L-l and References are parts of this report 12 &/'Z E.^ST COUNTY SOIL CONSULTATION & ENGINEERING, INC 1 10925 HARTLEY RD SUITE 1. SANTEE. CA 92071 j (619)258-7901 Fax (619) 258-7902 RAY& DARLENE GA UTHIER/ OAK A VENUE PROJECT NO 11-I06F5 PLATE NO 2 SUMMARY SHEET BOREHOLE NO 1 DEPTH SOIL DESCRIPTION Y Surface 2 0' 3 0' 3 5' 7 0' TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets TERRACE DEPOSITS FORMATION (Qt) tan brown, moist, dense, silty sand tan brown, moist, medium dense, clayey sand tan brown, moist, dense, silty sand bottom of borehole, no caving, no groundwater borehole backfilled 3/29/11 118 4 , BOREHOLE NO 2 DEPTH SOIL DESCRIPTION Y Surface 1 0' 2 0' 3 5' 5 0' TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 14 u u il ii a TERRACE DEPOSITS FORMATION (Qt) tan brown, moist, medium dense to dense, silty sand tan brown, moist, dense, silty sand bottom of borehole, no caving, no groundwater borehole backfilled 3/29/11 109 6 M 76 126 12 1 M 1 0 BOREHOLE NO. 3 DEPTH SOIL DESCRIPTION Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 1 0' TERRACE DEPOSITS FORMATION (Qt) tan brown, moist, medium dense to dense, silty sand 2 5' tan brown, moist, medium dense, clayey sand 3 0' tan brown, moist dense, silty sand 4 0' bottom of borehole, no caving, no groundwater borehole backfilled 3/29/11 Y M BOREHOLE NO 4 DEPTH SOIL DESCRIPTION Surface TOPSOIL dark brown, moist, loose, porous, silty sand with rootlets 0 5' TERRACE DEPOSITS FORMATION (Qt) tan brown, moist, medium dense to dense, silty sand 4 0' tan brown, moist, dense, silty sand 5 0' bottom of borehole no caving, no groundwater borehole backfilled 3/29/11 Y M Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % MAJOR DIVISIONS SYMBOL DESCRIPTION COARSE GRAINED SOILS (MORE THAN 'A OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN Vl OF COARSE FRACTION >N0 4 SIEVE SIZE) G\Y WELL GRADED GRAVELS OR GRAVEL- SAND MIXTURES. LnTLE OR NO FINES COARSE GRAINED SOILS (MORE THAN 'A OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN Vl OF COARSE FRACTION >N0 4 SIEVE SIZE) GP POORLY GRADED GRAVELS OR GRAVEL-SAND MIXTURES. LITTLE OR NO FINES COARSE GRAINED SOILS (MORE THAN 'A OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN Vl OF COARSE FRACTION >N0 4 SIEVE SIZE) GM SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES COARSE GRAINED SOILS (MORE THAN 'A OF SOIL > NO 200 SIEVE SIZE) GRAVELS (MORE THAN Vl OF COARSE FRACTION >N0 4 SIEVE SIZE) GC CLAYEY GRAVELS. GRAVEL-SAND-CLAY MIXTURES COARSE GRAINED SOILS (MORE THAN 'A OF SOIL > NO 200 SIEVE SIZE) SANDS (MORE THAN Vz OF COARSE FRACTION <N0 4 SIEVE SIZE) SW WELL GRADED SANDS OR GRAVELLY SANDS, LITTLE OR NO FINES SANDS (MORE THAN Vz OF COARSE FRACTION <N0 4 SIEVE SIZE) SP POORLY GR.ADED SANDS OR GR--iiVELLY SANDS, LITTLE OR NO FINES SANDS (MORE THAN Vz OF COARSE FRACTION <N0 4 SIEVE SIZE) SM SILTY SANDS, SILT-SAND MIXTURES SANDS (MORE THAN Vz OF COARSE FRACTION <N0 4 SIEVE SIZE) SC CLAYEY SANDS, SAND-CLAY MIXTURES FINE GR-AINllD SOILS (MORE mAN Vl OF SOIL < NO 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GR-AINllD SOILS (MORE mAN Vl OF SOIL < NO 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GR.AVELLY CLAYS, SANDY CLAYS, SILTY CLAYS LE.AN CLAYS FINE GR-AINllD SOILS (MORE mAN Vl OF SOIL < NO 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMIT <50 OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY FINE GR-AINllD SOILS (MORE mAN Vl OF SOIL < NO 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMrr i\ni CsORCANIC SILTS, MICACEOUS OR DL^LTOMACEOUS FINE SANDY OR SILTY SOILS ELASTIC SILTS FINE GR-AINllD SOILS (MORE mAN Vl OF SOIL < NO 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMrr CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS FINE GR-AINllD SOILS (MORE mAN Vl OF SOIL < NO 200 SIEVE SIZE) SILTS & CLAYS LIQUID LIMrr OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTY CLAYS ORGANIC SILTS HIGHLY ORGANIC SOILS | Pt PEAT .AND OTHER HIGHLY ORGANIC SOILS CLASSIFICATION CH.ART (UNIFIED SOIL CLASSIFICATION SYSTEM) 70 CL.ASSIFIC\TION RANGE OF GRAIN SIZES us. STANDARD GRAIN SIZE IN SIEVE SIZE MILLIMETERS BOLLDERS Above 12 [nc.nes Above:05 COBBLES 12 Inches To 3 Inches 305 To 76 2 GR.AVEL 3 Inches to No 4 76 2 to 4 76 > Coarse —j^'Inches to y. Inch" ~ 76 2^:0 19 1 F'ne y. Inch to No 4 19 1 to 4 "6 SAiND No 4 to No 200 4 76 '0 0 074 Coarse No 4 to No 10 4 76 ro 2 00 Medium No 10 to No 40 2 00 to 0 -i20 Fme No 40 to No 200 0 420 ro 0 074 1 SILT AND CLAY 1 Beiow No 200 Be'ow 0 074 1 l/l \ A \ y 1/ 1 C 1/ l/l IX AA Kl n A ICT--' -l_tOI. 1 1 i GRAIN SIZE CHART PLASTICITY CHART E.AST COLNTY SOIL CONSULTATIOfN AND ENGINEERING, INC 10925 H.ARTLEY ROAD, SLITS T SANTEE, CALIFORNIA 92071 U.S.C.S. SOIL CLASSIFICATION RiVY & DARLENE GAUTHIER/ OAK AVE. PROJECT NO. ll-li06F5 PLATE NO. 3 APRIL 18, 2011 RAY& DARLENE GA UTHIER/ OAK A VENUE PROJECT NO II-I06F5 PAGE L-l LABORATORY TEST RESULTS MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) The maximum dry density and optimum moisture content of the fill materials as determined by ASTM D1557, Procedures A and B which use 25 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4-inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10-pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6-inch diameter 1/13 3 cubic foot compaction cylinder are presented as follows SOIL TYPE/ PROCEDURE DESCRIPTION MAXIMUM DRY DENSITY (PCF) OPTIMUM MOISTURE CONTENT (%) LOCATION 1/A TAN BROWN SILTY SAND 127 0 90 BH-1 (2)2 5' INITIAL MOISTURE CONTENT(%) EXPANSION INDEX TEST (ASTM D4829) SATURATED MOISTURE CONTENTr%') INITIAL DRY DENSITY EXPANSION fPCF) INDEX LOCATION 5 188 1118 0 PARTICLE SIZE ANALYSIS (ASTM D422) BH-1 (a) 2 5" r U-S Standard 'Sieve Size Percent Passing BH-1 @ 1 0' Topsoil ' Percent Passing,, • BH-1 @ 2 5'' Terrace Deposits ;i>j:Rer(^nt Passing BH-1(@3 0' Terrace Deposits, Percent Passing ' BH-2 @ 4 0' Terrace Deposits 1" 1/2" ---- 3/8" ---- #4 ---- #8 100 --- #16 99 100 100 100 #30 92 91 94 93 #50 50 48 58 51 #100 27 25 38 27 #200 19 17 32 18 USCS SM SM SM SM 14 RAY&DARLENE GAUTHIER/ OAK AVENUE PROJECT NO I1-I06F5 REFERENCES 1 "2010 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council 2 "Limited Geotechnical Investigation, Proposed Residential Additions, 3920 Highland Drive, City of Carlsbad, California", Project No 10-1106G6, Prepared by East County Soil Consultation and Engineering, Inc , Dated October 6, 2010 3 "Eqfault/ Eqsearch, Version 3 0", by Blake, T F , 2000, Updated 2008 4 "Geotechnical and Foundation Engineering Design and Construction", by Robert W Day, 1999 5 "1997 Uniform Building Code, Volume 2, Structural Engineenng Design Provisions", Published by International Conference of Building Officials 6 "Maps of Known Active Fault Near-Source Zones in Califomia and Adjacent Portions of Nevada to be used with the 1997 Uniform Building Code", Published by International Conference of Building Officials 7 "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S Tan and Michael P Kennedy, 1996 8 "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No 7", Published by ASCE Press, 1994 9 "Foundations and Earth Structures, Design Manual 7 2", by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986 10 "Ground Motions and Soil Liquefaction during Earthquakes", by H B Seed and 1 M Idriss, 1982 15 BUILDING ENERGY ANALYSIS REPORT PROJECT: Gauthier Residences Oak Avenue Carlsbad, Project Designer: Wright Design Report Prepared by: Michael Dell DELL CO. 1629 York Drive Vista, Ca 92084 760-940-0064 Job Number: R10-2511 Date: 10/26/2011 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report This program has approval and is authorized by Ihe California Energy Commission for use with both Ihe Residential and Nonresidential 2008 Building Energy Efficiency Standards This program developed by EnergySoft, LLC - www energysoft com EnergyPro 51 by EnergySoft User Number 1712 RunCode 2011-10-26T12 35 26 ID R10-2511 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-1 R Mandatory Measures Summary 9 HVAC System Heating and Cooling Loads Summary 12 EnergyPro 5 1 by EnergySoft Job Number ID R10-2511 User Number 1712 PERFORMANCE CERTIFICATE: Residential (Part 1 Of 5) CF-IR Project Name Gauthier Residences Building Type • Single Family • Addition Alone • Multi Family • Existing-i- Addition/Alteration Date 10/26/2011 Project Address Oak A venue Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond Floor Area 3,378 Addition n/a # of stories 2 FIELD INSPECTION ENERGY • Yes • No HERS Measures ~ If • Yes • No Special Features - If CHECKLIST Yes, A CF-4R must be provided per Part 2 of 5 of this form. Yes, see Part 2 of 5 of this form for details INSULATION Area Special Cavity iff) Features (see Part 2 of 5) Status Floor Wood Framed w/Crawl Space R-19 1,526 New Wall Wood Framed R-13 3,249 New Roof Wood Framed Attic R-30 1,914 New Slab Unhealed Slab-on-Grade None 650 Penm = 69' New FENESTRATION u-Exterior Orientation Area{ff) Factor SHGC Overhang SIdefins Shades Status Front (NE) 64 0 0 400 0 40 80 none Bug Screen New Front (NE) 4 0 0 400 0 40 80 none Bug Screen New Rear(SW) 234 0 0 400 0 40 20 none Bug Screen New Rear(SW) 48 0 0 400 0 40 80 none Bug Screen New Left (SE) 84 0 0 400 0 40 20 none Bug Screen New Front (NE) 40 0 0 400 0 40 20 none Bug Screen New Right (NW) 120 0 0 400 0 40 20 none Bug Screen New HVAC SYSTEMS Qty. Heatinq IVIIn. Eff Cooling Min. Eff Thermostat Status Central Fumace 80% AFUE No Cooling 13 0 SEER Setback New Central Fumace 80% AFUE No Cooling 13 0 SEER Setback New Central Fumace 80% AFUE No Cooling 13 0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status 1st Floor HVAC System Ducted Ducted Attic, Ceiling Ins, vented 42 New 2nd Floor HVAC System Ducted Ducted Attic, Ceiling Ins, vented 42 New 2nd Dwelling HVAC Systen Ducted Ducted Attic, Ceiling Ins, vented 42 New WATER HEATING Qty. Type Gallons IVIIn. Eff Distribution Status Small Gas 75 0 59 All Pipes Ins New EnergyPro 5 1 by EnergySoft UserNumber 1712 RunCode 2011-10-26T12 35 26 ID Rl 0-2511 Page 3 of 14 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name Gauthier Residences Building Type • Single Family • Addition Alone ca Multi Family • Existing+ Addition/Alteration Date 10/26/2011 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist These items require special written justification and documentation, and special verification to be used with fhe performance approach The enforcement agency determines the adequacy of the justification, and may reject a building or design that othenwise complies based on the adequacy of the special justification and documentation submitted Multiple Dwellmg Units are sen/ed by a common water heater Verify DHW details The HVAC System Rheem RGPR-05-30 does not include a cooling system, field venfication is not necessary The HVAC System Rheem RGPR-05-30 does not include a cooling system, field venfication is not necessary The HVAC System Rheem RGPR-05-24 does not include a cooling system, field venfication is not necessary HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater The inspector must receive a completed GF-4R form for each of the measures listed below for final to be given EnergyPro 5 1 by EnemvSoft User Number 1712 RunCode-2011-10-26T12 35 26 ID R10-2511 Page 4 of 14 PERFORMANCE CERTIFICATE: Residential (Part 3 Of 5) CF-IR Project Name Gauthier Residences Building Type Cl Single Family • Addition Alone 1^ Multi Family • Existing-i- Addition/Alteration Date 10/26/2011\ ANNUAL ENERGY USE SUMMARY ^^"^ (kBtu/ft^-yr) standard Proposed Margin ^^"^ (kBtu/ft^-yr) Space Heating 7 08 8 37 -129 Space Cooling 5 63 4 56 107 Fans 3 46 3 36 010 Domestic Hot Water 19 35 17 78 157 Pumps 6 92 6 92 0 00 Totals 42 45 40 99 145 Percent Better Than Standard: 34% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Building Front Onentation V^^) 55 deg Number of Dwelling Units 2 oo Fuel Available at Site A/a<ura/ Gas Raised Floor Area ^.526 Slab on Grade Area ^50 Average Ceiling Height 9 " Fenestration Average U-Factor o 40 Average SHGC 0 40 Ext Walls/Roof (NE) (SE) (SW) (NW) Roof Wall Area 965 835 965 1,078 1,914 TOTAL Fenestration/CFA Ratio Fenestration Area 108 84 282 120 0 594 17 6% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations i3tm ol Bwldng { •"TI^JWWTWIJ' iiK,wJ:v«;aMIII!M«l!'*T«»* • III • 11 Ulil All IIJIBl iJ'.fB li . • • , WliD ENERGY ANALYST I^ICHAaOELL The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Address 1629 York Dnve City/State/Zip ^^'Sfa, Ca 92084 ^ Phone 760-940-0064 Signed Name M/cftae/De// Phone 760-940-0064 Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field venfication by an approved HERS rater Designer or Owner (per Business & Professions Code) Company Wright Design Address Name Samuel B Wnght City/State/Zip , Phone Signed License # Date EnergyPro 51 by EnerovSoft UserNumber 1712 RunCode-2011-10-26T12:35 26 ID R10-2511 Page 5 of 14 CERTIFICATE OF COMPLIANCE: Residential (Part 4 Of 5) CF-IR Project Name Gauthier Residences Building Type • Single Family • Addition Alone IZ Multi Family • Existing+ Addition/Alteration Date \10/26/2011 OPAQUE SURFACE DETAILS Surface Type ' Area. U- Factor Insulation Azm, Tilt status Joint Appendix 4 Location/Comments Surface Type ' Area. U- Factor Cavity Extenor Frame Interior Frame Azm, Tilt status Joint Appendix 4 Location/Comments Floor 920 0 037 R-19 0 180 New 4 4 1-A4 1st Floor Mam Wall 382 0 102 R-13 55 90 New 4 3 1-A3 1st Floor Mam Wall 324 0 102 R-,13 325 9.0 New 4 3 1-A3 1st Floor Mam Wall 177 0 102 R-13 235 90 New 4 3 1-A3 1st Floor Mam Wall 333 0 102 R-13 145 90 New 4 3 1-A3 1st Floor Mam Roof 288 0 031. R-30 330 18 New 4 2 1-A20 1st Floor Mam Slab 570 0 730 None 0 180 New 4 4 7-A1 1st Floor Mam Floor 93 0 037 R-19 0 180 New 4 4 1-A4 2nd Floor Mam Wall 430 0 102 R-13 55 90 New 4 3 1-A3 2nd Floor Mam Wall 388 0102 R-13 325 90 New 4 3 1-A3 2nd Floor Mam Wall 352 0 10? R-13 235 90 New 4 3 1-A3 2nd Floor Mam Wall 418 0 102 R-13 145 90 New 4 3 1-A3 2nd Floor Mam Roof 1,295 0 031 R-30 25 18 New 4 2 1-A20 2nd Floor Mam Floor 513 0 037 R-19 0 180 New 4 4 1-A4 2nd Dwellmg Wall 45 0 102 R-13 55 90 New 4 3 1-A3 2nd Dwellmg Wall 246 0 102 R-13 325 90 New 4 3 1-A3 2nd Dwellmg FENESTRATION SURFACE DETAILS ID Type Area U-Factor' ,,SHGC^ Azm status, , Glazing Type Location/Comments 1 Window 64 0 0 400 NFRC 0 40 NFRC 55 New Double Low-e Door 1st Fioor Mam 2 Vi/indow . io 0 400 NFRC 0 40 NFRC 55 New Low-E Vmyl 1st Floor Mam , 3 Window 108 0 0 400 NFRC 0 40 NFRC 235 New Low-E Vmyl 1st Floor Mam 4 Window 48 0 0 400 NFRC 0 40 NFRC 235 New Double Low-e Door 1st Floor Mam 5 V\/indow 72 0 0 400 NFRC 0 40 NFRC 145 New Low-E Vmyl 1st Fioor Mam 6 Window 40 0 0 400 NFRC 0 40 NFRC 55 New Low-E Vmyl 2nd Floor Mam 7 Window 24 0 0 400 NFRC 0 40 NFRC 325 New Low-E Vmyl 2nd Floor Mam 8 Window 18 0 0 400 NFRC 0 40 NFRC 325 New Low-E Vinyl 2nd Floor,Mam 9 Vi/indow 80 0 400 NFRC 0 40 NFRC 235 New Low-E Vinyl 2nd Floor Mam 10 Window 110 0 0 400 NFRC 0 40 NFRC 235 New Low-E Vmyl 2nd Floor Mam 1.1 Window 12 0 0 400 NFRC 0 40 NFRC 145 New Low-E Vmyl 2nd Fioor Mam 12 Window 78 0 0 400 NFRC 0 40 NFRC 325 New Low-E Vmyl 2nd Dwelling 13 Window 80 0 400 NFRC 0 40 NFRC 235 New Low-E Vinyl 2nd Dwelling (1) U-Factor Type (2) SHGC Type 116-A = Default Table from Standards, NFRC = Labeled Value ,116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Extenor Shade Type SHGC Window Overhang Left Fin Right Fin ID Extenor Shade Type SHGC Hgt. Wd Len. Hflt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0 76 8 0 80 80 0 1 8 0 80 2 Bug Screen 0 76 20 20 80 0 1 80 80 3 Bug Screen 0 76 80 16 0 20 0 1 20 20 4 Bug Screen 0 76 80 60 80 0 1 80 80 5 Bug Screen 0 76 60 12 0 20 0 1 20 20 6 Bug Screen 0 76 40 10 0 20 0 1 20 20 7 Bug Screen 0 76 30 80 20 01 20 20 8 Bug Screen 0 76 40 40 20 01 20 20 9 Bug Screen 0 76 20 40 20 01 2,0 20 1.0 Bug Screen 0 76 50 22 0 20 01 20 20 11 Bug Screen 0 76 30 40 20 0 1 20 20 12 Bug Screen 0 76 48 16 0 20 01 20 20 13 Bug Screen 0 76 20 40 20 0 1 20 20 EnergyPro 5 1 by EnergySoft UserNumber 1712 RunCode 2011-10-26T12-35-26 ID R10-2511 Page 6 of 14 CERTIFICATE OF COMPLIANCE: Residential (Part 4 Of 5) CF-1R Project Name Gauthier Residences Building Type • Single Family • Addition Alone EZI Multi Family • Existing+ Addition/Alteration Date 10/26/2011 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Extenor Frame Intenor Frame Azm Tilt status Joint Appendix 4 Location/Comments Wall 154 0 102 R-13 235 90 New 4 3 1-A3 2nd Dweiiing Roof 331 0 031 R-30 220 18 New 4 2 1-A20 2nd Dwelling Slab 80 0 730 None 0 180 New 4 4 7-A1 2nd Dwelling FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC" Azm status Glazing Type Location/Comments (1) U-Factor Type 116-A = Default Table from Standards, NFRC = Labeled Value (2) SHGC Type 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt . Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Len Right Fin Hgt EnergyPro 5 1 by EnergySoft UserNumber 1712 RunCode 2011-10-26T12 35 26 ID R10-2511 Page 7 of 14 CERTIFICATE OF COMPLIANCE: Residential (Part 5 Of 5) CF-1R Project Name Gauthier Residences Building Type • Single Family • Addition Alone CZI Multi Family • Existing+ Addition/Alteration Date 10/26/2011 BUILDING ZONE INFORMATION System Name Zone Name New Floor Area (f?) Existing Altered Removed Volume Year Built 1st Floor HVAC System 1st Floor Mam 1,490| 13,410 2nd Floor HVAC System 2nd Floor l^ain 1,295 11,655 2nd Dwelling HVAC System 2nd Dwelling 593 5,337 Totals 3,378 HVAC SYSTEMS System Name Qty Heating Type Mm Eff Cooling Type Mm Eff Thermostat Type Status 1st Floor HVAC System Central Fumace 80% AFUE No Cooling 13 0 SEER Setback New 2nd Fioor HVAC System Central Fumace 80% AFUE No Cooling 13 0 SEER Setback New 2nd Dwelling HVAC System Central Fumace 80% AFUE No Cooling 13 0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status 1st Fioor HVAC System Ducted Ducted Attic, Ceiling Ins, vented 42 • New 2nd Floor HVAC System Ducted Ducted Attic, Ceiling Ins, vented 42 • New 2nd Dwelling HVAC System Ducted Ducted Attic, Ceiling Ins, vented 42 • New • • WATER HEATING SYSTEMS .Systern Name Qty Type Distnbution Rated Input (Btuh) Tank Cap (gal) Energy Factor or RE Standby Loss or Pilot Ext Tank Insul R- Value Status Bradford-White Corp PDX Small Gas Central System 70,000 75 0 59 n/a n/a New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control QtiL HP Hot Water Piping Length Jt}_ Plenum Outside Buned •D 3 •D W < S System Name Pipe Length Pipe Diameter Insul Thick Timer 02 100 • • EnergyPro 51 by EnergySoft User Number 1712 RunCode-2011-10-26712 35-26 ID Rl0-2511 Page 8 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-IR Project Name Gauthier Residences Date 10/26/2011 NOTE Low-nse residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used More stnngent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an astensk (*) below This Mandatory Measures Summary shall be incorporated mto the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary Submit all applicable sections of the MF-1 R Form with plans Building Envelope Measures: §116(a)1 Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4 Fenestration products (except field-fabncated windows) have a label listing the certified U-Factor, certified Solar Heat Gam Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a) §117 Extenor doors and wmdows are weather-stnpped, ali loints and penetrations are caulked and sealed §118(a) Insulation specified or installed meets Standards for Insulating Matenal Iridicate type and include on CF-6R Form §118(i) The thermal emittance and solar reflectance values of the cool roofing matenal meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1 R Form *§150(a) Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor §150(b) Loose fill insulation shall conform with manufacturer's installed design labeled R-Value *§150(c) Minimum R-13 insulation in wood-frame wall or equivalent U-factor *§150(d) Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor §150(f) Air retarding wrap is tested, labeled, and installed according to ASTM El 677-95(2000) when specified on the CF-1 R Form §150(g) Mandatory Vapor barner installed in Climate Zones 14 or 16 §150(1) Water absorption rate for slab edge insulation material alone without facings is no greater than 0 3%, water vapor permeance rate is no greater than 2 0 perm/inch and shall be protected from physical damage and UV light detenoration Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A Masonry or factpry-built fireplaces have a closable metal or glass door covenng the entire opening of the .firebox §150(e)1 B Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a.with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device §150(e)2 Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited Space Conditioning, Water Heating and Plumbing System Measures: §110-§113 HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission §113(c)5 Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(.c)5 §115 Continuously burning pilot lights are prohibited for natural gas fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters §150(h) Heatmg and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA §150(1) Heating systems are equipped with thermostats that meet the setback requirements of Section 1.12(c) §15O0)1A Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater §150Q)1 B Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the extenor of the tank §150Q)2 First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B §1500)2 Cooling system piping (suction, chilled water, or bnne lines),and piping insulated between heating source and mdirect hot water tank shall be insulated to Table 150-B and Equation 150-A §15G(j)2 Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A §150(i)3A Insulation i$ protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind §15O0)3A Insulation for chilled water piping and refngerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space §150(j)4 Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation EnergyPro 5 1 by EnergySoft UserNumber 1712 RunCode: 2011-10-26712 35 26 ID R10-2511 Page 9 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Gauthier Residences Date 10/26/2011 §150(m)1 All air-distnbution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602,603,604, 605 and Standard 6-5, supply-air and relurn-air ducts and plenums are insulated to a mmimum installed level of R- 4 2 or enclosed entirely in conditioned space Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL723 If mastic or tape is used to seal openings greater than 1/4 inch, the.combmation of mastic and either mesh or tape shall be used §150(m)1 Building cavities, support platforms for air handlers, and plenums defined or constructed with matenals other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air Building cavities and support platforms may contain ducts Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts §150(m)2D Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape, is used in combination with mastic and draw bands §150(m)7 E.xhaust fan systems haye back draft or automatic dampprs §150(m)8 Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated darnpers , . , §150(m)9 Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the matenal , §150(m)10 Flexible ducts cannot have porous inner cores §150(o) Ali dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62 2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard Pool and Spa Heating Systems and Equipment Measures: §114(a) Any pool or spa heating system shall be certified to have a thermal efficiency that complies with the Appliance Efficiency Regulations, an on-off switch mounted outside of the heater, a permanent weatherproof plate or card with operating instructions, and shall not use eleptnc resistance heating or a pilot light §114(b)1 Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating §114(b)2 Outdoor pools or spas that have a heat pump or gas heater shall have a cover §114(b)3 Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only dunng off-peak electric demand penods §150(p) Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p) Residential Lighting Measures: §150(k)1 High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2 §150(k)3 The.wattage of permanently installed luminaires shall.be determined as.specified by §130(d) §150(k)4 Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz §150(k)5 Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained m Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder, OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket §150(k)6 Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k) §150(k)7 All syvitching devices and controls shall, meet the reguirements pf.§15Q(k)7 §150(k)8 A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy EXCEPTION Up to 50 watts for dwelling units less than or equal to 2,500 ftzor 100 watts for dwelling units larger than 2,500 fta may be exempt from the 50% high efficacy requirement when all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system, and all permanently installed luminanes in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on. occupant sensor . §150(k)9 Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet EnergyPro 5 1 by EnergySoft UserNumber 1712 RunCode-2011-10-26T12 35 26 ID Rl 0-2511 PagelOof 14 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-IR Project Name Gauthier Residences Date 10/26/2011 §150(k)10 Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy EXCEPTION 1 Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119 EXCEPTION 2 Permanently installed iow efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy serispr §150(k)11 Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires EXCEPTION 1 Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119 EXCEPTION 2 Lighting in detached storage building less than 1000 square, feet located on a residential, site is not required to complywith §150(k)11 §150(k)12 Luminaires recessed mto insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratones or other nationally recognized testing/rating laboratory, and have a label that certifies the lumiunaire is airtight with air leakage less then 2 0 CFM at 75 Pascals when tested in accordance with ASTM E283, and be sealed with a gasket or caulk between the luminaire housing and ceiling §150(k)13 Luminaires providing outdoor lighting, including lighting for pnvate patios in low-rise residential buildings with four or more dwelling units, enfrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy EXCEPTION 1 Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an overnde or bypass switch that disables the motion sensor, and one of the following controls a photocontrol not having an override or bypass switch that disables the photocontrol, OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock, OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2 Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours EXCEPTION 3 Permanenfiy installed luminaires m or around swimming pool, water features, or other location subject to Article 680 of the California Electnc Code need not be high efficacy luminaires §150(k)14 Infernally illuminated address signs shall comply with Section 148, OR not contain a screw-base socket, and consume no rnore than five vyatts of power as determined according to §130(d) §150(k)15 Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130,132,134, and 147 Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,. 134, and 146 §150(k)16 Permanently installed lighting in the enclosed, non-dwelling spaces of low-nse residential buildings with four or more dwelling units shall be high efficacy luminaires EXCEPTION Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119 EnergyPro 51 by EnergySoft UserNumber. 1712 RunCode: 2011-10-26712:35:26 ID Rl0-2511 Page 11 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Gauthier Residences Date 10/26/2011 System Name 1st Floor HVAC System Floor Area 1,490 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 40,000 Total Room Loads 836 17,553 1,049 383 15,025 Total Output (Btuh) 40,000 Return Vented Lighting 0 Output (Btuh/sqft) 26 8 Return Air Ducts 573 671 Cooling System Return Fan 0 0 Output per System 0 Ventilation 0 0 0 0 0 Total Output (Btuh) 0 Supply Fan 0 0 Total Output (Tons) 00 Supply Air Ducts 573 671 Total Output (Btuh/sqft) .00 Supply Air Ducts Total Output (sqft/Ton) 00 TOTAL SYSTEM LOAD 18,699 1,049 16,367 Air System CFM per System 1,000 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,000 Rheem RGPR-05-30 0 0 40,000 Airflow (cfm/sqft) 0 67 Airflow (cfm/Ton) 00 Outside Air (%) 00% Total Adjusted System Output 0 0 40,000 Outside Air (cfm/sqft) 0 00 (Adjusted for Peak Design conditions) Note values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROIMETRICS Airstream Temperatures at Time of Heating Peak) 34 "F 67 °F 67 °F 105 "F -*• ® • Outside Air Ocfm 67 °F <— Supply Fan Heating Coil 1,000 cfm 104^ ROOM 68 °F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 "F Outside Air Ocfm 76 / 62 "F 76 / 62 °F 76 / 62 "F 55 / 54 °F •+ Supply Fan 1,000 cfm Cooling Coil 46 5 % ROOM 56 / 54 "F 75/62 "F EnergyPro 5 1 by EnergySoft UserNumber 1712 RunCode-2Q11-10-26712-35 26 ID R10-2511 Page 12 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Gauthier Residences Date 10/26/2011 System Name 2nd Floor HVAC System Floor Area 1,295 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 40,000 Total Room Loads 811 17,032 1,164 338 13,289 Total Output (Btuh) 40,000 Return Vented Lighting 0 Output (Btuh/sqft) 30 9 Return Air Ducts 556 593 Cooling System Return Fan 0 0 Output per System 0 Ventilation 0 0 0 0 0 Total Output (Btuh) 0 Supply Fan 0 0 Total Output (Tons) 00 Supply Air Ducts 556 593 Total Output (Btuh/sqft) 00 Total Output (sqft/Ton) 00 TOTAL SYSTEM LOAD 18,144 1,164 14,476 Air System CFM per System 1,000 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,000 Rheem RGPR-05-30 0 0 40,000 Airflow (cfm/sqft) 0 77 Airflow (cfm/Ton) 00 Outside Air (%) 00% Total Adjusted System Output 0 0 40,000 Outside Air (cfm/sqft) 0 00 (Adjusted for Peak Design conditions) Note* values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heatmg Peak) 34 "F 67 "F Outside Air Ocfm 67 "F •<— 67 °F • 105 °F Supply Fan Heating Coil 1,000 cfm 104°F ROOIVf 68 °F _J COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83/68°F Outside Air Ocfm 76/62 °F M Ht^ 76I62'F 76162"? 55I54°F ®—• Supply Fan 1,000 cfm Cooling Coil 56 / 54 °F 46 6 % ROOM 75 / 62 °F EnergyPro 51 by EnergySoft User Number 1712 RunCode: 2011-10-26712.35 26 ID R10-2511 Page 13 of 14 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Gauthier Residences Date 10/26/2011 System Name 2nd Dwelling HVAC System Floor Area 593 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 40,000 Total Room Loads 400 8,457 658 142 5,594 Total Output (Btuh) 40,000 Return Vented Lighting 0 Output (Btuh/sqft) 67 5 Return Air Ducts 276 250 Cooling System Return Fan 0 0 Output per System 0 Ventilation 0 0 0 0 0 Total Output (Btuh) 0 Supply Fan 0 0 Total Output (Tons) 00 Supply Air Ducts 276 250 Total Output (Btuh/sqft) 00 Supply Air Ducts Total Output (sqft/Ton) 00 TOTAL SYSTEM LOAD 9,009 658 6,094 Air System CFM per System 650 HVAC EQUIPMENT SELECTION Airflow (cfm) 650 Rheem RGPR-05-24 0 0 40,000 Airflow (cfm/sqft) 1 10 Airflow (cfm/Ton) 00 Outside Air (%) 00% Total Adjusted System Output 0 0 40,000 Outside Air (cfm/sqft) 0 00 (Adjusted for Peak Design conditions) Note' values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34 "F 105 "f Outside Air Ocfm 68 °F 1 Supply Fan Heating Coil 650 cfm 105 °F ROOM 68 "F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 °F •-^ Outside Air ^f. Ocfm 75 / 62"F < 75 / 62 °F 75 / 61 °F 55 / 54 °F Supply Fan 650 cfm i Cooling Coil 55 / 54 °F 46 5 % ROOM 75/62°F EnergyPro 5 1 by EnergySoft User Number 1712 RunCode 2011-10-26712 35 26 ID R10-2511 Page 14 of 14 Residential Kitchen Lighting Worksheet WS-5R Gauthier Mam Residence 10/28/2011 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be m luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens Luminaire Type High Efficacy"? Watts High Efficacy Quantity Watts Other Watts (2) 4 ft Fluorescent T8 Elec Yes [x No 54 0 X 2 = 108 nr (1^32wCFI Elec Yes X No 35 0 X 4 = 140 nr 40w Recessed Incandescent Yes No X 40 0 X 3 = nr 120 35w Low Voltaae Haloqen Maq Yes No X 39 0 X 2 = or 78 Yes No X = nr Yes No X = nr Yes No X = nr Yes No X = nr Yes No X = nr Yes No X = or Yes No X = nr Yes No X = or Yes No X = nr Yes No X = nr Yes No X = or . Yes. No X = or Yes No X = nr Yes No X = nr Yes No X = or Yes No X = or Totai A 248 B 198 COMPUES IF A B YESS NO • EnergyPro 4 4 by EnergySoft User Number 1712 Job Number r1-59 Page 1 of 1 Residential Kitchen Lighting Worksheet WS-5R Gauthier 2nd dwellina 10/28/2011 Project Title Date At least 50% of the total rated wattage of permanently Installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C Luminaires that are not high efficacy must be switched separately Kitchen Lighting Schedule. Provide the followmg Information for all luminaires to be Installed In kitchens Luminaire Type High Efficacy? Watts High Efficacy Quantity Watts Other Watts (1) 3 ft Fluorescent T8 Elec Yes X No 27 0 y 1 = 27 nr (1) 5 ft Fluorescent T8 Elec Yes X No 46 0 X 1 = 46 nr (1)32wCFI Elec Yes X No 35 0 y 1 = 35 nr Yes No X = or Yes No y = nr Yes No X = or Yes No y = nr Yes No X = nr Yes No y = nr Yes No X = or Yes No y = nr Yes No X = nr Yes No y = nr Yes No y = nr Yes No X = or Yes No X = or Yes No y = nr Yes No y = nr Yes No X = nr Yes No X = nr Total A 108 B 0 COMPLIES IF AiB YES S NO • EnergyPro 4 4 by EnergySoft UserNumber 1712 Job Number r1-59 Page 1 of 1 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 1 DATE 1/6/2012 C \PROGRAM FILES\HRS SYSTEMS\HASS82\S4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-M BEDROOM WATER SUPPLY DATA SOURCE NODE TAG STATIC PRESS (PSI) 77 4 RESID PRESS (PSI) 72 0 FLOW (GPM) 500 0 AVAIL PRESS (PSI) 77 4 TOTAL @ DEMAND (GPM) 31 2 REQ' D PRESS (PSI) 63 7 AGGREGATE FLOW ANALYSIS TOTAL FLOW AT SOURCE 31 2 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 0 0 GPM OTHER HOSE STREAM ALLOWANCES 5 0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 26 2 GPM NODE ANALYSIS DATA NODE TAG ELEVATION (FT) NODE TYPE PRESSURE (PSI) DISCHARGE (GPM) 1 0 0 SOURCE 63 7 31 2 2 0 0 - - - - 56 4 - - - 2A 0 0 - - - - 52 4 - - - 3A 0 0 HOSE STREAM 51 3 5 0 DC 0 0 - - - - 49 2 - - - VA 0 0 - - - - 43 2 - - - 3B 0 0 - - - - 39 5 - - - 3 0 5 - - - - 37 5 - - - 4 3 5 - - - - 34 5 - - - 5 9 5 - - - - 29 3 - - - 6 8 5 - - - - 20 4 - - - 7 20 0 - - - - 12 7 - - - 8 20 0 - - - - 11 2 - - - 9 20 0 - - - - 9 4 - - - 9A 19 5 K= 4 30 9 4 13 2 10 20 0 - - - - 9 4 - - - lOA 19 5 K= 4 30 9 1 13 0 11 9 5 - - - - 20 0 - - - llA 9 0 - - - - 20 2 - - - 12 9 5 - - - - 20 0 _ _ - 12A 9 0 - - - - 20 2 - - - 13A 9 0 - - - - 20 2 _ _ _ l3 : ; ~ ,,, ,,,,1 loi ,ip|\U' nuoinpluiiw-t ''r;::::.i.::or::::,ppu.u>o«.o,a.™,u,,,^ „H c,M.oi>iu..u« oiihu, IMMNUNO MTWWI ASN()!M> SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE 1/6/2012 C \PROGRAM FILESXHRS SYSTEMS\HASS82\S4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-M BEDROOM PIPE DATA PIPE TAG END ELEV NOZ NODES (FT) (K) PT Q(GPM) DIA (IN) LENGTH DISC VEL(FPS) HW(C) (FT) (PSI) (GPM) FL/FT PRESS SUM (PSI) Pipe 1 31 2 0 995 PL 20 00 PF 7 3 1 0 0 SRCE 63 7 (N/A) 12 9 150 FTG TG PE 0 0 2 0 0 0 0 56 4 0 0 0 253 TL 29 00 PV Pipe 2 FIXED PRESSURE LOSS DEVICE 2 0 0 0 0 56 4 0 0 4 0 psi, 31 2 gpm 2A 0 0 0 0 52 4 0 0 Pipe 3 31 2 1 025 PL 2 00 PF 1 1 2A 0 0 0 0 52 4 0 0 12 1 150 FTG E PE 0 0 3A 0 0 H S 51 3 5 0 0 219 TL 5 00 PV Pipe 4 26 2 1 025 PL 2 00 PF 2 1 3A 0 0 H S 51 3 5 0 10 2 150 FTG ET PE 0 0 DC 0 0 0 0 49 2 0 0 0 159 TL 13 00 PV Pipe 5 FIXED PRESSURE LOSS DEVICE DC 0 0 0 0 49 2 0 0 6 0 psi. 26 2 gpm VA 0 0 0 0 43 2 0 0 Pipe 6 26 2 1 590 PL 165 00 PF 3 8 VA 0 0 0 0 43 2 0 0 4 2 150 FTG 2E8L PE 0 0 3B 0 0 0 0 39 5 0 0 0 019 TL 201 00 PV Pipe 7 26 2 1 265 PL 10 00 PF 1 8 38 0 0 0 0 39 5 0 0 6 7 150 FTG 2EC PE -0 2 3 0 5 0 0 37 5 0 0 0 057 TL 31 00 PV Pipe 8 26 2 1 049 PL 3 00 PF 1 7 3 0 5 0 0 37 5 0 0 9 7 120 FTG C PE -1 3 4 3 5 0 0 34 5 0 0 0 214 TL 8 00 PV Pipe 9 26 2 1 101 PL 13 50 PF 2 6 4 3 5 0 0 34 5 0 0 8 8 150 FTG E3R PE -2 6 5 9 5 0 0 29 3 0 0 0 112 TL 23 50 PV Pipe 10 26 2 1 101 PL 49 00 PF 9 3 5 9 5 0 0 29 3 0 0 8 8 150 FTG 3ET8R PE 0 4 6 8 5 0 0 20 4 0 0 0 112 TL 83 00 PV Pipe 11 26 2 1 101 PL 10 50 PF 2 7 6 8 5 0 0 20 4 0 0 8 8 150 FTG ET2R PE -5 0 7 20 0 0 0 12 7 0 0 0 112 TL 24 50 PV Pipe 12 26 2 1 101 PL 7 00 PF 1 5 7 20 0 0 0 12 7 0 0 8 8 150 FTG TR PE 0 0 8 20 0 0 0 11 2 0 0 0 112 TL 13 00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DATE 1/6/2012 C \PROGRAM FILESXHRS SYSTEMS\HASS82\S4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-M BEDROOM PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS END ELEV NOZ PT DISC VEL(FPS) HW (C) (FT) SUM NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe 13 14 2 1 101 PL 40 50 PF 1 8 8 20 0 0 0 11 2 0 0 4 8 150 FTG T5R PE 0 0 9 20 0 0 0 9 4 0 0 0 036 TL 50 50 PV Pipe 14 13 2 1 101 PL 0 50 PF 0 2 9 20 0 0 0 9 4 0 0 4 4 150 FTG TR PE 0 2 9A 19 5 4 3 9 4 13 2 0 031 TL 6 50 PV Pipe 15 1 0 1 101 PL 5 50 PF 0 0 9 20 0 0 0 9 4 0 0 0 3 150 FTG R PE 0 0 10 20 0 0 0 9 4 0 0 0 000 TL 6 50 PV Pipe 16 13 0 1 101 PL 4 00 PF 0 5 10 20 0 0 0 9 4 0 0 4 4 150 FTG 2TR PE 0 2 lOA 19 5 4 3 9 1 13 0 0 031 TL 15 00 PV Pipe 17 -12 0 1 101 PL 54 00 PF 1 8 10 20 0 0 0 9 4 0 0 4 0 150 FTG 2T5R PE 0 0 8 20 0 0 0 11 2 0 0 0 026 TL 69 00 PV Pipe 18 0 0 1 101 PL 24 50 PF 0 0 6 8 5 0 0 20 4 0 0 0 0 150 FTG 4R PE -0 4 11 9 5 0 0 20 0 0 0 0 000 TL 28 50 PV Pipe 19 0 0 1 101 PL 36 00 PF 0 0 11 9 5 0 0 20 0 0 0 0 0 150 FTG 6E3TR PE 0 2 llA 9 0 0 0 20 2 0 0 0 000 TL 94 00 PV Pipe 20 0 0 1 101 PL 26 00 PF 0 0 11 9 5 0 0 20 0 0 0 0 0 150 FTG ET3R PE 0 0 12 9 5 0 0 20 0 0 0 0 000 TL 41 00 PV Pipe 21 0 0 1 101 PL 13 50 PF 0 0 12 9 5 0 0 20 0 0 0 0 0 150 FTG 2ET3R PE 0 2 12A 9 0 0 0 20 2 0 0 0 000 TL 35 50 PV Pipe 22 0 0 1 101 PL 5 00 PF 0 0 12 9 5 0 0 20 0 0 0 0 0 150 FTG ER PE 0 2 13A 9 0 0 0 20 2 0 0 0 000 TL 13 00 PV NOTES (HASS) (1) Calculations were performed by the HASS under license no 16080621 granted by HRS Systems, Inc 208 South Public Square Petersburg, TN 37144 (931) 659-9760 2 computer program SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 DATE 1/6/2012 C \PROGRAM FILES\HRS SYSTEMS\HASS82\S4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-M BEDROOM (2) The system has been calculated to provide an average imbalance at each node of 0 001 gpm and a maximum imbalance at any node of 0 013 gpm (3) Total pressure at each node is used in balancing the system Maximum water velocity is 12 9 ft/sec at pipe 1 (4) Items listed in bold print on the cover sheet are automatically transferred from the calculation report (5) PIPE FITTINGS TABLE Pipe Table Name FSS PIP PAGE A MATERIAL SCH40 HWC 120 Diameter Equivalent Fitting Lengths m Feet (in) ETLCBGAD Ell Tee 1 049 2 00 5 00 2 00 5 00 6 00 1 00 1 00 1 00 PAGE H MATERIAL CPVC HWC 150 Diameter Equivalent Fitting Lengths in Feet (in) ETRKCLBL Ell Tee TEERUN COUPLG EL45 1 101 7 00 5 00 1 00 0 00 1 00 1 00 0 00 1 00 PAGE I MATERIAL CPPR-L HWC 150 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A Ell Tee 1 025 3 00 8 00 2 00 8 00 2 00 2 00 0 00 1 265 5 00 9 00 2 00 11 00 2 00 2 00 0 00 0 00 0 00 PAGE J MATERIAL S40PVC HWC 150 Diameter Equivalent Fitting Lengths in Feet (in) ETLCBGAD Ell Tee 1 590 6 00 12 00 3 00 14 00 8 00 2 00 0 00 0 00 PAGE K MATERIAL CPPR-K HWC 150 Diameter Equivalent Fitting Lengths in Feet (in) ETLCBGAD Ell Tee L 0 995 2 00 6 00 1 50 0 00 0 00 3 00 0 00 0 00 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 DATE 1/6/2012 C \PROGRAM FILESXHRS SYSTEMSXHASS82\S4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-M BEDROOM WATER SUPPLY ANALYSIS Static 77 40 psi Resid 72 00 psi Flow 500 0 gpm 100 0 -14 7 LEGEND 1 J Available pressure 77 37 psi @ 31 2 gpm 2 // Required pressure 63 74 psi @ 31 2 gpm A Source Supply Curve B System Demand Curve 200300 400 500 600 700 800 FLOW (GPM) 900 1000 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 1 DATE 1/6/2012 C \PROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-LIVING WATER SUPPLY DATA SOURCE NODE TAG STATIC PRESS (PSI) 77 4 RESID PRESS (PSI) 72 0 FLOW (GPM) 500 0 AVAIL PRESS (PSI) 77 4 TOTAL @ DEMAND (GPM) 31 3 REQ' D PRESS (PSI) 59 1 AGGREGATE FLOW ANALYSIS TOTAL FLOW AT SOURCE 31 3 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 0 0 GPM OTHER HOSE STREAM ALLOWANCES 5 0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 26 3 GPM NODE ANALYSIS DATA NODE TAG ELEVATION (FT) NODE TYPE PRESSURE (PSI) DISCHARGE (GPM) 1 0 0 SOURCE 59 1 31 3 2 0 0 - - - -51 7 - - - 2A 0 0 - - - -47 7 - - - 3A 0 0 HOSE STREAM 46 6 5 0 DC 0 0 - - - -44 5 - - - VA 0 0 - - - -38 5 - - - 3B 0 0 - - - -34 7 - - - 3 0 5 - - - -32 7 - - - 4 3 5 - - - -29 1 - - - 5 9 5 - - - -24 4 - - - 6 8 5 - - - -15 5 - - - 7 20 0 - - - -10 5 - - - 8 20 0 - - - -10 5 - - - 9 20 0 - - - -10 5 - - - 9A 19 5 - - - -10 7 - - - 10 20 0 - - - -10 5 - - - lOA 19 5 - _ _ _ 10 7 _ _ _ 11 9 5 - - - -11 8 - - - llA 9 0 K= 4 30 9 1 13 0 12 9 5 - - - -10 5 - - - 12A 9 0 K= 4 30 9 6 13 3 13A 9 0 _ _ _ _ 10 7 _ _ - SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-LIVING PIPE DATA PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS END ELEV NOZ PT DISC VEL(FPS) HW (C) (FT) SUM NODES (FT) (K) (PSI) (GPM) FL/FT (PSI) Pipe 1 31 3 0 995 PL 20 00 PF 7 4 1 0 0 SRCE 59 1 (N/A) 12 9 150 FTG TG PE 0 0 2 0 0 0 0 51 7 0 0 0 255 TL 29 00 PV Pipe 2 FIXED ' PRESSURE LOSS DEVICE 2 0 0 0 0 51 7 0 0 4 0 psi, 31 3 gpm 2A 0 0 0 0 47 7 0 0 Pipe 3 31 3 1 025 PL 2 00 PF 1 1 2A 0 0 0 0 47 7 0 0 12 2 150 FTG E PE 0 0 3A 0 0 H S 46 5 5 0 0 221 TL 5 00 PV Pipe 4 26 3 1 025 PL 2 00 PF 2 1 3A 0 0 H S 46 6 5 0 10 2 150 FTG ET PE 0 0 DC 0 0 0 0 44 5 0 0 0 160 TL 13 00 PV Pipe 5 FIXEC ) PRESSURE LOSS DEVICE DC 0 0 0 0 44 5 0 0 6 0 psi. 26 3 gpm VA 0 0 0 0 38 5 0 0 Pipe 6 26 3 1 590 PL 165 00 PF 3 8 VA 0 0 0 0 38 5 0 0 4 3 150 FTG 2E8L PE 0 0 3B 0 0 0 0 34 7 0 0 0 019 TL 201 00 PV Pipe 7 26 3 1 265 PL 10 00 PF 1 8 3B 0 0 0 0 34 7 0 0 6 7 150 FTG 2EC PE -0 2 3 0 5 0 0 32 7 0 0 0 057 TL 31 00 PV Pipe 8 26 3 1 049 PL 3 00 PF 1 7 3 0 5 0 0 32 7 0 0 9 8 120 FTG C PE -•1 3 4 3 5 0 0 29 7 0 0 0 216 TL 8 00 PV Pipe 9 26 3 1 101 PL 13 50 PF 2 7 4 3 5 0 0 29 7 0 0 8 9 150 FTG E3R PE -•2 6 5 9 5 0 0 24 4 0 0 0 113 TL 23 50 PV Pipe 10 26 3 1 101 PL 49 00 PF 9 4 5 9 5 0 0 24 4 0 0 8 9 150 FTG 3ET8R PE 0 4 6 8 5 0 0 15 5 0 0 0 113 TL 83 00 PV Pipe 11 0 0 1 101 PL 10 50 PF 0 0 6 8 5 0 0 15 5 0 0 0 0 150 FTG ET2R PE --5 0 7 20 0 0 0 10 5 0 0 0 000 TL 24 50 PV Pipe 12 0 0 1 101 PL 7 00 PF 0 0 7 20 0 0 0 1 0 5 0 0 0 0 150 FTG TR PE 0 0 8 20 0 0 0 10 5 0 0 0 000 TL 13 00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-LIVING PIPE TAG END NODES ELEV NOZ (FT) (K) PT (PSI) DISC (GPM) Q(GPM) VEL (FPS) DIA(IN) HW (C) FL/FT LENGTH (FT) PRESS SUM (PSI) Pipe 13 0 0 1 101 PL 40 50 PF 0 0 8 20 0 0 0 10 5 0 0 0 0 150 FTG T5R PE 0 0 9 20 0 0 0 10 5 0 0 0 000 TL 50 50 PV Pipe 14 0 0 1 101 PL 0 50 PF 0 0 9 20 0 0 0 10 5 0 0 0 0 150 FTG TR PE 0 2 9A 19 5 0 0 10 7 0 0 0 000 TL 6 50 PV Pipe 15 0 0 1 101 PL 5 50 PF 0 0 9 20 0 0 0 10 5 0 0 0 0 150 FTG R PE 0 0 10 20 0 0 0 10 5 0 0 0 000 TL 6 50 PV Pipe 16 0 0 1 101 PL 4 00 PF 0 0 10 20 0 0 0 10 5 0 0 0 0 150 FTG 2TR PE 0 2 lOA 19 5 0 0 10 7 0 0 0 000 TL 15 00 PV Pipe 17 0 0 1 101 PL 54 00 PF 0 0 10 20 0 0 0 10 5 0 0 0 0 150 FTG 2T5R PE 0 0 8 20 0 0 0 10 5 0 0 0 000 TL 69 00 PV Pipe 18 26 3 1 101 PL 24 50 PF 3 2 6 8 5 0 0 15 5 0 0 8 9 150 FTG 4R PE -0 4 11 9 5 0 0 11 8 0 0 0 113 TL 28 50 PV Pipe 19 13 0 1 101 PL 36 00 PF 2 9 11 9 5 0 0 11 8 0 0 4 4 150 FTG 6E3TR PE 0 2 llA 9 0 4 3 9 1 13 0 0 031 TL 94 00 PV Pipe 20 13 3 1 101 PL 26 00 PF 1 3 11 9 5 0 0 11 8 0 0 4 5 150 FTG ET3R PE 0 0 12 9 5 0 0 10 5 0 0 0 032 TL 41 00 PV Pipe 21 13 3 1 101 PL 13 50 PF 1 1 12 9 5 0 0 10 5 0 0 4 5 150 FTG 2ET3R PE 0 2 12A 9 0 4 3 9 6 13 3 0 032 TL 35 50 PV Pipe 22 0 0 1 101 PL 5 00 PF 0 0 12 9 5 0 0 10 5 0 0 0 0 150 FTG ER PE 0 2 13A 9 0 0 0 10 7 0 0 0 000 TL 13 00 PV NOTES (HASS) (1) Calculations were performed by the HASS under license no 16080621 granted by HRS Systems, Inc 208 South Public Square Petersburg, TN 37144 (931) 659-9760 8 2 computer program SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-LIVING (2) The system has been calculated to provide an average imbalance at each node of 0 001 gpm and a maximum imbalance at any node of 0 008 gpm (3) Total pressure at each node is used in balancing the system Maximum water velocity is 12 9 ft/sec at pipe 1 (4) Items listed in bold print on the cover sheet are automatically transferred from the calculation report (5) PIPE FITTINGS TABLE Pipe Table Name FSS PIP PAGE A MATERIAL SCH40 HWC 120 Diameter Equivalent Fitting Lengths in Feet (in) ETLCBGAD Ell Tee 1 049 2 00 5 00 2 00 5 00 6 00 1 00 1 00 1 00 PAGE H MATERIAL CPVC HWC 150 Diameter Equivalent Fitting Lengths m Feet (m) E T R K C L Ell Tee TEERUN COUPLG EL45 1 101 7 00 5 00 1 00 0 00 1 00 1 00 0 00 L 1 00 PAGE I MATERIAL CPPR-L HWC 150 Diameter Equivalent Fitting Lengths m Feet (in) E T L C B G Ell Tee 1 025 3 00 8 00 2 00 8 00 2 00 2 00 1 265 5 00 9 00 2 00 11 00 2 00 2 00 0 00 0 00 0 00 0 00 PAGE J MATERIAL S40PVC HWC 150 Diameter Equivalent Fitting Lengths in Feet (in) ETLCBGAD Ell Tee 1 590 6 00 12 00 3 00 14 00 8 00 2 00 0 00 0 00 PAGE K MATERIAL CPPR-K HWC 150 Diameter Equivalent Fitting Lengths m Feet (in) ETLCBGAD Ell Tee L 0 995 2 00 6 00 1 50 0 00 0 00 3 00 0 00 0 00 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE TWO HEAD CALC-LIVING WATER SUPPLY ANALYSIS Static 77 40 psi Resid 72 00 psi Flow 500 0 gpm 100 0 80 0 _ G A U G E P R E S S U R E ( P s 1 20 0 -14 7 LEGEND 1 % Available pressure 77 37 psi (3 31 3 gpm 2 f, Required pressure 59 06 psi @ 31 3 gpm A Source Supply Curve B System Demand Curve 20C300 400 500 600 700 800 FLOW (GPM) 900 1000 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 1 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE ONE HEAD CALC-BEDROOM WATER SUPPLY DATA SOURCE STATIC RESID FLOW AVAIL TOTAL REQ'D NODE PRESS PRESS @ PRESS (3 DEMAND PRESS TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) 77 4 72 0 500 0 77 4 23 0 51 5 AGGREGATE FLOW ANALYSIS TOTAL FLOW AT SOURCE 23 0 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 0 0 GPM OTHER HOSE STREAM ALLOWANCES 5 0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 18 0 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 1 0 0 SOURCE 51 5 23 0 2 0 0 - - - -47 3 - - - 2A 0 0 - - - -43 3 - - - 3A 0 0 HOSE STREAM 42 7 5 0 DC 0 0 - - - -41 6 - - - VA 0 0 - - - -35 6 - - - 3B 0 0 - - - -33 7 - - - 3 0 5 - - - -32 6 - - - 4 3 5 - - - -30 5 - - - 5 9 5 - - - -26 6 - - - 6 8 5 - - - -22 4 - - - 7 20 0 - - - -17 4 - - - 8 20 0 - - - -17 4 - - - 9 20 0 - - - -17 4 - - - 9A 19 5 - - - -17 6 - - - 10 20 0 - - - -17 4 - - - lOA 19 5 - - - -17 6 - - - 11 9 5 - - - -20 3 - - - llA 9 0 - - - -20 5 - - - 12 9 5 - - - -18 0 - - - 12A 9 0 - - - -18 3 - - - 13A 9 0 K= 4 30 17 5 18 0 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE ONE HEAD CALC-BEDROOM PIPE DATA PIPE TAG END ELEV NOZ NODES (FT) (K) PT Q(GPM) DIA(IN) LENGTH DISC VEL(FPS) HW(C) (FT) (PSI) (GPM) FL/FT PRESS SUM (PSI) Pipe 1 23 0 0 995 PL 20 00 PF 4 2 1 0 0 SRCE 51 5 (N/A) 9 5 150 FTG TG PE 0 0 2 0 0 0 0 47 3 0 0 0 145 TL 29 00 PV Pipe 2 FIXED PRESSURE LOSS DEVICE 2 0 0 0 0 47 3 0 0 4 0 psi, 23 0 gpm 2A 0 0 0 0 43 3 0 0 Pipe 3 23 0 1 025 PL 2 00 PF 0 6 2A 0 0 0 0 43 3 0 0 8 9 150 FTG E PE 0 0 3A 0 0 H S 42 7 5 0 0 125 TL 5 00 PV Pipe 4 18 0 1 025 PL 2 00 PF 1 0 3A 0 0 H S 42 7 5 0 7 0 150 FTG ET PE 0 0 DC 0 0 0 0 41 6 0 0 0 079 TL 13 00 PV Pipe 5 FIXEC ) PRESSURE LOSS DEVICE DC 0 0 0 0 41 6 0 0 6 0 psi. 18 0 gpm VA 0 0 0 0 35 6 0 0 P ipe 6 18 0 1 590 PL 165 00 PF 1 9 VA 0 0 0 0 35 6 0 0 2 9 150 FTG 2E8L PE 0 0 38 0 0 0 0 33 7 0 0 0 009 TL 201 00 PV Pipe 7 18 0 1 265 PL 10 00 PF 0 9 3B 0 0 0 0 33 7 0 0 4 6 150 FTG 2EC PE -•0 2 3 0 5 0 0 32 6 0 0 0 028 TL 31 00 PV Pipe 8 18 0 1 049 PL 3 00 PF 0 9 3 0 5 0 0 32 6 0 0 6 7 120 FTG C PE -•1 3 4 3 5 0 0 30 5 0 0 0 107 TL 8 00 PV Pipe 9 18 0 1 101 PL 13 50 PF 1 3 4 3 5 0 0 30 5 0 0 6 1 150 FTG E3R PE -•2 6 5 9 5 0 0 26 6 0 0 0 056 TL 23 50 PV Pipe 10 18 0 1 101 PL 49 00 PF 4 6 5 9 5 0 0 26 6 0 0 6 1 150 FTG 3ET8R PE 0 4 6 8 5 0 0 22 4 0 0 0 056 TL 83 00 PV Pipe 11 0 0 1 101 PL 10 50 PF 0 0 6 8 5 0 0 22 4 0 0 0 0 150 FTG ET2R PE --5 0 7 20 0 0 0 17 4 0 0 0 000 TL 24 50 PV Pipe 12 0 0 1 101 PL 7 00 PF 0 0 7 20 0 0 0 17 4 0 0 0 0 150 FTG TR PE 0 0 8 20 0 0 0 17 4 0 0 0 000 TL 13 00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE ONE HEAD CALC-BEDROOM PIPE TAG END NODES ELEV (FT) NOZ (K) PT DISC (PSI) (GPM) Q(GPM) VEL(FPS) DIA(IN) HW (C) FL/FT LENGTH (FT) PRESS SUM (PSI) Pipe 13 0 0 1 101 PL 40 50 PF 0 0 8 20 0 0 0 17 4 0 0 0 0 150 FTG T5R PE 0 0 9 20 0 0 0 17 4 0 0 0 000 TL 50 50 PV Pipe 14 0 0 1 101 PL 0 50 PF 0 0 9 20 0 0 0 17 4 0 0 0 0 150 FTG TR PE 0 2 9A 19 5 0 0 17 6 0 0 0 000 TL 6 50 PV Pipe 15 0 0 1 101 PL 5 50 PF 0 0 9 20 0 0 0 17 4 0 0 0 0 150 FTG R PE 0 0 10 20 0 0 0 17 4 0 0 0 000 TL 6 50 PV Pipe 16 0 0 1 101 PL 4 00 PF 0 0 10 20 0 0 0 17 4 0 0 0 0 150 FTG 2TR PE 0 2 lOA 19 5 0 0 17 6 0 0 0 000 TL 15 00 PV Pipe 17 0 0 1 101 PL 54 00 PF 0 0 10 20 0 0 0 17 4 0 0 0 0 150 FTG 2T5R PE 0 0 8 20 0 0 0 17 4 0 0 0 000 TL 69 00 PV Pipe 18 18 0 1 101 PL 24 50 PF 1 6 6 8 5 0 0 22 4 0 0 6 1 150 FTG 4R PE -0 4 11 9 5 0 0 20 3 0 0 0 056 TL 28 50 PV Pipe 19 0 0 1 101 PL 36 00 PF 0 0 11 9 5 0 0 20 3 0 0 0 0 150 FTG 6E3TR PE 0 2 llA 9 0 0 0 20 5 0 0 0 000 TL 94 00 PV Pipe 20 18 0 1 101 PL 26 00 PF 2 3 11 9 5 0 0 20 3 0 0 6 1 150 FTG ET3R PE 0 0 12 9 5 0 0 18 0 0 0 0 056 TL 41 00 PV Pipe 21 0 0 1 101 PL 13 50 PF 0 0 12 9 5 0 0 18 0 0 0 0 0 150 FTG 2ET3R PE 0 2 12A 9 0 0 0 18 3 0 0 0 000 TL 35 50 PV Pipe 22 18 0 1 101 PL 5 00 PF 0 7 12 9 5 0 0 18 0 0 0 6 1 150 FTG ER PE 0 2 13A 9 0 4 3 17 5 18 0 0 056 TL 13 00 PV NOTES (HASS) (1) Calculations were performed by the HASS under license no 16080621 granted by HRS Systems, Inc 208 South Public Square Petersburg, TN 37144 (931) 659-9760 2 computer program SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMS\HASS82\84679 SDF JOB TITLE GAUTHIER RESIDENCE ONE HEAD CALC-BEDROOM (2) The system has been calculated to provide an average imbalance at each node of 0 007 gpm and a maximum imbalance at any node of 0 143 gpm (3) Total pressure at each node is used in balancing the system Maximum water velocity is 9 5 ft/sec at pipe 1 (4) Items listed in bold print on the cover sheet are automatically transferred from the calculation report (5) PIPE FITTINGS TABLE Pipe Table Name FSS PIP PAGE A MATERIAL SCH40 HWC 120 Diameter Equivalent Fitting Lengths m Feet (m) ETLCBGAD Ell Tee 1 049 2 00 5 00 2 00 5 00 6 00 1 00 1 00 1 00 PAGE H MATERIAL CPVC HWC 150 Diameter Equivalent Fitting Lengths m Feet (m) E T R K C L Ell Tee TEERUN COUPLG EL45 1 101 7 00 5 00 1 00 0 00 1 00 1 00 0 00 L 1 00 PAGE I MATERIAL CPPR-L HWC 150 Diameter Equivalent Fitting Lengths in Feet (m) E T L C B G A Ell Tee 1 025 3 00 8 00 2 00 8 00 2 00 2 00 0 00 1 265 5 00 9 00 2 00 11 00 2 00 2 00 0 00 0 00 0 00 PAGE J MATERIAL S40PVC HWC 150 Diameter Equivalent Fitting Lengths m Feet (in) ETLCBGAD Ell Tee 1 590 6 00 12 00 3 00 14 00 8 00 2 00 0 00 0 00 PAGE K MATERIAL CPPR-K HWC 150 Diameter Equivalent Fitting Lengths in Feet (in) ETLCBGAD Ell Tee L 0 995 2 00 6 00 1 50 0 00 0 00 3 00 0 00 0 00 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 DATE 1/6/2012 C XPROGRAM FILESXHRS SYSTEMSXHASS82XS4679 SDF JOB TITLE GAUTHIER RESIDENCE ONE HEAD CALC-BEDROOM WATER SUPPLY ANALYSIS Static 77 40 psi Resid 72 00 psi Flow 500 0 gpm 100 0 G A U G E P R E S S u R E P s 80 0 60 0 2 40 0 20 0 0 0 -14 7 LEGEND 1 /" Available pressure 77 38 psi @ 23 0 gpm 2 ', Required pressure 51 47 psi @ 23 0 gpm A Source Supply Curve B System Demand Curve 20C300 400 500 600 700 FLOW (GPM) 800 900 1000 Reliable^ Bulletin 006 Rev F Model RFC30 (SiN RA0611) Model RFC43 (SIN RA0612) Model RFC49 (SIN RA0616) Residential Flat Concealed Sprinklers A Residential Flat Concealed Sprinkler engineered for a minimum design density of 0.05 gpm/Ft^ with low GPM requirements. Features 1 Very low water flow requirements 2 Vz (13mm) Total adjustment 3 Thread-On/Thread-Off or Push-On/Thread Off cover attachment option 4 Smooth aesthetic ceiling profile 5 Available in brass, chrome and black plated or painted finishes Listings & Approval 1 Listed by Underwriters Laboratories, and certified by UL for Canada (cULus) 2 NYC MEA 258-93-E UL Listing Categories Residential Automatic Sprinklers UL Guide Number VKKW Product Description Model RFC3D, RFC43 and RFC49 Concealed Residen- tial Sprinklers are fast response residential fusible solder link automatic sprinklers Residential sprinklers differ from standard sprinklers primarily in their response time and water distribution patterns Model RFC30, RFC43 and RFC49 sprinklers discharge water in a hemispherical pattern betow the sprinkler de- flector Residential distribution patterns are higher and generally contain a finer droplet size than standard spnn- kler patterns The combination of speed of operation and high dis- charge pattern required for residential sprinklers has dem- onstrated, in fire testing, an ability for controlling residen- tial fires, and thereby providing significant evacuation time for occupants The RFC30, RFC43 and RFC49 Sprinklers provide the best form of fire protection by combining an attractive ap- pearance and 1/2" (13mm) of cover adjustment for ease of installation The small diameter cover plate is easily and positively attached and blends into the ceiling, concealing 9^^^0^AA''J:- 'm^ti. 'AAC'"'', i' '4^ AA'""*''''«'»»' * ;'^'A'f'iAA^A\A A4A'^ hAf'^''''AA 'A . A'-'Ai'i''A. ri^.~A ^^^AMMIA&3 Ah.,'' • / / '^^ r ... .. J i' f ^"^ * ^^^^^^^^^^^^^ • l'.1r" the most dependable fire protection available, an automat- ic sprinkler system The RFC30, RFC43 and RFG49 are UL Listed Residential Sprinklers to be installed in the residential portions of any occupancy in accordance with NFPA 13, 13R, & 13D The RFG30, RFC43 and RFC49 can reduce the need for precise cutting of drop nipples The threaded cover plate assembly can be adjusted without tools to fit accurately against the ceiling The fire protection system need not be shut down to adjust or remove the cover plate assembly Application and Installation The RFC30, RFC43 and RFC49, for residential installa- tions, use a 165°F (74°C) fusible solder link in a tuning fork style spnnkler frame with a drop-down deflector This as- sembly IS recessed into the ceiling and concealed by a fiat cover plate The cover plate is attached to the skirt, using 135°F (57°C) ordinary temperature classification solder When the ceiling temperature rises, the solder holding the cover plate releases the cover allowing the deflector to drop into position and exposing the spnnkler inside to The Reliable Automatic Sprinkler Co., Inc., 103 Fairview Park Drive, Elmsford, New York 10523 ceiling temperature The subsequent operation of the sol- der link opens the waterway and causes the deflector to drop into position to distribute the discharging water in a hemispherical pattern below the sprinkler deflector Any adjustment of thread engagement between the cover plate and cup will assure that the drop-down deflector is properly located below the ceiling The residential distri- bution pattern contains a finer droplet size than a standard sprinkler, and the pattern produces significantly higher wall wetting After a 2% inch diameter hole is cut in the ceiling, the sprinkler is to be installed with the Model FC Wrench When installing a sprinkler, the wrench is first positioned into the sprinkler/cup assembly and around the hexagonal body of the sprinkler frame The Wrench must bottom out against the cup in order to ensure proper, safe installation The sprinkler is then tightened into the pipe fitting When inserting or removing the wrench from the sprinkler/cup assembly, care should be taken to prevent damage to the sprinkler DO NOT WRENCH ON ANY OTHER PART Temperature Rating OF THE SPRINKLER/CUP ASSEMBLE MODEL RFC30, RFC43 AND RFC49 CONCEALED SPRINKLERS MUST BE INSTALLED ONLY WITH 135°F RATED COVERS Note: A leak tight Vi' NPT (R1/2) spnnkler joint can be ob- tained with a torque of 8-18 ft-lbs (10.8 - 24,4 N-m) Do not tighten sprinklers over maximum recommended torque It may cause leakage or impairment of the sprinklers Cover assemblies provide up to V2" (13mm) of adjust- ment Turn the cover clockwise until the flange is in con- tact with the ceiling For the push-on/thread-off option, the cover assembly is pushed onto the cup and final adjust- ment IS made by turning the cover clockwise until the skirt flange makes full contact with the ceiling Cover removal requires turning in the counter-clockwise direction In ceilings that have a plenum space above the spnnkler, the plenum space may have neutral or negative pressur- ization but must not be positively pressurized Inspect all sprinklers after installation to ensure that the gap between the cover plate and ceiling and the 4 slots in the cup are all open and free from any air flow impediment Sprinkler Cover Plate Max. Ambient Temp 165°F/74°C 135°F/57''C 100°F/38°C Installation Data: RFC30 (SIN RA0611) Thread Size inch (mm) K Factor Sprinkler Spacing ft (m) Maximum Distance to Wall ft (m) Minimum Distance between sprinklers ft(m) Minimum Required Spnnkler Discharge Thread Size inch (mm) K Factor Sprinkler Spacing ft (m) Maximum Distance to Wall ft (m) Minimum Distance between sprinklers ft(m) Flow gpm (Lpm) Press, psi (bar) '/^"(ISmrn) y2"(15mm) 30 30 12 X 12(3 6x3 6) 14x14(4 3x4 3) 6 (1 83) 7(213) 8(2 43) 8 (2 43) 9(34 1) 10 (37 8) 9 0(0 62) 11 (0 76) Note 1 bar = 100 Kpa installation Data: RFC43 (SIN RA0612) Thread Size inch (mm) K Factor Sprinkler Spacing ft.(m) Maximum Distance to Wali ft.(m) Minimum Distance between sprinklers ft.(m) Minimum Required Sprinkler Discharge Thread Size inch (mm) K Factor Sprinkler Spacing ft.(m) Maximum Distance to Wali ft.(m) Minimum Distance between sprinklers ft.(m) Flow gpm (Lpm) Press, psi (bar) y?" (15mm) Vi (ISmm) y2"(l5mm) y2"(15mm) Vl (15mm) 43 43 43 43 43 12x12(3 6x3 6) 14 x 14(4 3x4 3) 16x16(4 9x4 9) 18x18(5 5x5 5) 20 X 20 (6 0x6 0) 6 (1 83) 7(213) 8 (2 43) 9 (2 74) 10 (3 05) 8 (2 43) 8 (2 43) 8 (2 43) 8 (2 43) 8 (2 43) 12(45) 13 (49) 13(49) 18(68) 21 (79) 7 8 (0 54) 9 1 (0 63) 9 1 (0 63) 175(1 21) 23 8 (1 64) Note 1 bar= 100 Kpa Installation Data: RFC49 (RA0616) Thread Size inch (mm) K Factor Sprinkler Spacing ft.(m) Maximum Distance to Wall ft.(m) Minimum Distance between sprinklers ft.(m) Minimum Required Sprinkler Discharge Thread Size inch (mm) K Factor Sprinkler Spacing ft.(m) Maximum Distance to Wall ft.(m) Minimum Distance between sprinklers ft.(m) Flow gpm (Lpm) Press psi (bar) ya" (15mm) Vz' (15mm) y2" (16mm) y2"(15mm) Vi (15mm) 49 49 49 49 49 12 X 12(3 6x3 6) 14 X 14(4 3x4 3) 16 X 16 (4 9x4 9) 18 x 18(5 5x5 5) 20 X 20 (6 0x6 0) 6 (1 83) 7 (2 13) 8 (2 43) 9 (2 74) 10 (3 05) 8(2 43) 8(2 43) 8 (2 43) 8 (2 43) 8(2 43) 13(49) 13(49) 13(49) 17(64 3) 20 (75 7) 7 0 (0 48) 7 0 (0 48) 7 0 (0 48) 12 0(0 83) 16 7(1 14) Note 1 bar = 100 Kpa FOR SLOPED CEILING APPUCATIONS SEE RASCO BULLETIN 035. Maintenance Model RFC30, RFC43 and RFC49 Concealed Sprinklers should be inspected quarteriy and the sprinkler system maintained in accordance with NFPA 25 Do not clean sprinklers with soap and water, ammonia or any other cleaning fluids Remove dust by using a soft brush or gen- tle vacuuming Remove any spnnkler cover plate assem- bly which has been painted (other than factory applied) or damaged in any way A stock of spare sprinklers should be maintained to allow quick replacement of damaged or operated spnnklers Prior to installation, spnnklers should be maintained in the onginal cartons and packaging unttI used to minimize the potential for damage to sprinklers that would cause improper operation or non-operation consist of a brass cover plate and copper alloy retainer flange allowing a Vz" cover plate adjustment Any secure engagement between the cover plate and the cup will assure that the drop-down deflector is properly located below the ceiling A plastic protective cap shall be provided and factory installed inside the sprinkler cup to protect the drop-down sprinkler deflector from dam- age, which could occur during construction before the cover plate is installed Standard cover finish [Chrome] [White] [Specialty - specify] Residential concealed sprinklers shall be Reliable Model RFC30, SIN RA0611 (Bulletin 006), Model RFC43, SIN RA0612 (Bulletin 006) or Model RFC49, SIN RA0616 (Bulletin 006) IVIodel RFC30, RFC43 and RFC49 Residential Ordering Information Cover Plate Rnishes'^' Concealed Sprinlder Specification Sprinklers shall be cULus Listed low flow residential con- cealed sprinklers with drop-down deflector and adjust- able flat cover plate engineered for a minimum design density of 0 05 gpm/ft^ Sprinkler frame and deflector shall be of bronze frame construction having a NPT thread Thermal element shall consist of an approved black-painted beryllium-nickel fusible solder link with symmetric lever mechanism, maintaining a Teflon-coated Belleville spring washer and machined brass cap water seal assembly containing no plastic parts Sprinkler K-factor shall be nominal 3 0 (44), 4 3 (62 4), and 4 91 (70) having a Vie", VB" and Vie" orifice Temperature rating shall be Ordinary 165°F (74°C), cover plate temperature rating to be 135°F (57°C) Cover plate assembly shall Specify: 1 Spnnkler Model 2 Cover Plate Finish 3 Thread-On or Push-On Feature Standard Finishes Chrome White Special Application Finishes Bright Brass Black Plating Black Paint Off White Satin Chrome Other colors and finishes avail- able Consult factory for details Note Paint or any other coatings applied over the factory finish will void all approvals and warran- ties ; X 1/2 REDUCING TEE OR ELBOW ^ [12 70mm] UAX COVER ADJUSTMENT 2" [50 8mm] MAX FACE OF FITTING TO FACE OF CEILING DIMENSION CCP COVER PL^TE ASSEMBLY COVER PLATE 1/2" [ 12 7mm] ADJUSTMENT Reliable...For Complete Protection Reliable offers a wide selection of sprinkler components Following are some of the many precision-macJe Reliable products that guard life and property from fire around the clock Automatic sprinklers Flush automatic sprinklers Recessed automatic sprinklers Concealed automatic sprinklers Adjustable automatic sprinklers Dry automatic sprinklers Intermediate level spnnklers Open sprinklers Spray nozzles Alarm valves Retarding chambers Dry pipe valves Accelerators for dry pipe valves Mechanical spnnkler alarms Electncal sprinkler alarm switches Water flow detectors Deluge valves Detector check valves Check valves Electrical system Spnnkler emergency cabinets Sprinkler wrenches Spnnkler escutcheons and guards Inspectors test connections Sight drains Ball drips and drum dnps Control valve seals Air maintenance devices Air compressors Pressure gaugesldentification signs Fire department connection The equipment presented in this bulletin is to be installed in accordance with the latest published Standards of the National Rre Protection Association, Factory Mutual Research Corporation or other similar organizations and also with Ihe provisions of governmental codes or ordinances whenever applicable Productsmanulaotured and distributed by Reliable have been protecting life and property for over 90 years, and are installed and sen/iced by the most highly qualified and reputable spnnkler contractors located throughout the United States, Canada and foreign countries Manufactured by Reliables The Reliable Automatic Sprinkler Co , Inc (800) 431-1588 Sales Offices (800) 848-6051 Sales Fax (914) 829-2042 Corporate Offices www reliablesprinkler com Internet Address ® Recycled Paper Revision lines indicate updated or new data EG Printed in U S A 02/11 P/N 9999970261 Bulletin 135 Rev H Model Fl Residential Sprinklers for Design Density of .05 gpm/ft^ 03 C CO cn 3) CD < Model F1 Res Sprinklers engineered for the lowest flows to meet the minimum design density of .05 gptD/ft? Types: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Fl Res 30 Pendent Fl Res 30 Recessed Pendent/F2 F1 Res 30 Recessed Pendent/FP Fl Res 49 Pendent Fl Res 49 Recessed Pendent/FI Fl Res 49 Recessed Pendent/FP Fl Res 58 Pendent Fl Res 58 Recessed Pendent/FI Fl Res 58 Recessed PendenfFP Fl Res 76 Pendent F1 Res 76 Recessed Pendent/FI Fl Res 76 Recessed Pendent/FP Fl Res 30 CCP Pendent Fl Res 49 CCP Pendent Fl Res 58 CCP Pendent Fl Res 76 CCP Pendent Fl Res44HSW Fl Res 44 Recessed HSW/F2 Fl Res 58 HSW F1 Res 58 HSW Recessed HSW/F2 Fl Res 44 SWC Listings & Approvals 1 Listed by Underwriters Laboratories Inc and UL Certified for Canada (cULus) 2. NYC MEA 258-93-E Slope Ceiling Approvals: Refer to Bulletin 035 Sprinklers for .10 Density: Refer to Bulletin 176 UL Listing Category Residential Automatic Sprinkler UL Guide Number VKKW Patents US Patent No 6,516,893 applies to the Model F1 Res 49 & 58 Pendent Spnnklers Product Description Model Fl Res Pendent spnnklers (Figs 1, 2, 3, & 4) are fast response spnnklers combining excellent durability, high sensitivity glass-bulb and low profile decorative de- sign, The Fl Res Horizontal Sidewall sprinklers (Figs. 5, 6 & 7) are equally attractive when above ceiling piping can- not be used -1 Res 30, 49, 58 & 76 Fl Res 30,49,58 & 76 Recessed Pendent / F1 Recessed Pendent / FP Fl Res 30, 49, 58 & 76 Fl Res 44 & 58 CCP Pendent Recessed HSW/F2 Fl Res 44 SWC The 3mm glass-bulb pendent sprinklers permit the effi- cient use of residential water supplies for spnnkler cover- age in residential fire protection design The low flow Fl Res spnnklers are specially engineered for fast thermal response to meet the sensitive fire protec- tion application needs of the latest residential market stan- dards (UL 1626 Standard) Upon fire conditions, nsing heat causes a sprinkler's heat-sensitive glass-bulb to shat- ter, releasing the waterway for water flow onto the deflector, evenly distributing the discharged water to control a fire. Technical Data: • Thermal Sensor Nominal 3mm glass-bulb • Spnnkler Frame Brass Casting • Spnnklers'Pressure Rating 175 psi Factory Hydrostatically Tested to 500 psi • Thread Size y2"NPT(Ry2) • K-Factor 3,0 (Actual) - Fl Res 30 Pendent Spnnkler 4,9 (Adual) - Fl Res 49 Pendent Spnnkler 5,8 (Actual)-Fl Res 58 Pendent & HSW Spnnkler 7 6 (Actual) - Fl Res 76 Pendent Spnnkler 4.4 (Actual) - Fl Res 44 HSW Sprinkler • Density Minimum 0 05 gpm/ft^ The Reliable Automatic Sprinkler Co., Inc., 103 Fairview Park Drive, Elmsford, New York 10523 Application Model F1 Res Spnnklers are used for Residential Fire Pro- tection according to UL 1626 Standard* Be sure that on- fice size, temperature rating, deflector style and sprinkler type are in accordance with the latest published standards of The National Fire Protection Association or the approving authority having junsdiction Installation Models Fl Res sprinklers are to be installed as shown Model Fl, F2 and FP Escutcheons, illustrated herewith, are the only recessed escutcheons to be used with Model Fl Res sprinklers Use of any other recessed escutcheon will void all approvals and warranties For installing Model F1 Res Pendent spnnklers use only the Model D spnnkler Model Fl Res 30,49,58 & 76 Pendent Model F1 Res 30 Recessed Pendent / F2 Model Fl Res 49,58 & 76 Recessed Pendent / Fl F1 escutcheon, ^/Z (19mm) adjustment TURN COLtAR UNTIL TIGHT AGA/NST SRRSWie? WKCNCH BOSS. • 1/3 frCDUCER FACE or FmiNC TO C£IIING DMENSXM 3/16-15/16 (FJ ESCUTCHEON} 3/16-lJ/je (a CSCUTCHEON) 2 27/52 0» JT Fig 1 Fig. 2 Wrench, for installing Models Fl Res Recessed Pendent, CCP & SWC spnnklers use only the Model GFR2 spnnkler wrench, for installing Model Fl Res Recessed HSW sprin- klers use only the Model GFR2 Sprinkler Wrench Use of wrenches other than those specified may damage these sprinklers Install Fl Res 44 with a ceiling to deflector dis- tance of 4" -12". Flow arrow on deflector must point away from near wall and "Top" marking must face ceiling Escutcheon*, Fl or F2, Data: Type Adjustment Inch (mm) "A" Inch (mm) Face of fitting to celling Inch (mm) Fl 3/4(19 0) Min='//' (19 1) Max.=1V2" (38 1) (4 7 - 24 0) F2 1/2(12 7) Min ='V'6" (23 8) Max=1V2"(38 1) (4 7- 17 4) * Note. Escutcheons F1 or F2 may be used with Model Fl Res 49, 58 & 76 Recessed Pendent Sprinkler Technical Data: FIRes 30 Pendent and Recessed Pendent Thread Size Nominal Orifice Inch (mm) Sprinkler Temp. Rating lUlax. Pressure psi (bar) lUiax. Ambient Temp. Actual K Factor Sprinkler Length inch (mm) Thread Size Nominal Orifice Inch (mm) op »c lUlax. Pressure psi (bar) "F "C Actual K Factor Sprinkler Length inch (mm) NPT (RVa) 2V«" (8 2) 155 175 68 79 175(12) 100 38 30 2 25 (57) Deflector - to - ceiling Maximum 1" (25mm) to 4" (100mm) iUax. Sprinkler Spacing ft(m) Flow gpm (Lpm) Pressure psi (bar) Sprinkler Identification Number (SiN) 12 X 12(3,6x3,6) 8 (30 3) 7 0 (0,48) R3511 14x14(4,3x4,3) 10 (37 8) 11 (0,76) R3511 Technical Data: FIRes 49 Pendent and Recessed Pendent. Thread Size Nominal Orifice Inch (mm) Spnnkler Temp Rating IVlax. Pressure psi (bar) iUax. Ambient Temp. Actual K Factor Spnnkler Length Inch (mm) Thread Size Nominal Orifice Inch (mm) op •c IVlax. Pressure psi (bar) "F •c Actual K Factor Spnnkler Length Inch (mm) Vz" NPT (R'/2) 7i6"(11) 155 175 68 79 175(12) 100 150 38 66 49 2 25 (57) Deflector - to - ceiling Maximum 1" (25mm) to 4" (100mm) Deflector - to - ceiling Maximum 4" (100mm) to 8" (203mm) Max. Sprinkler Spacing ft(m) Flow gpm (Lpm) Pressure psi (bar) Sprinkler Identification Number (SIN) 12 X 12(3,6x3,6) 13(49) 7 0 (0,48) R3516 14 X 14(4,3x4,3) 13 (49) 7 0 (0,48) R3516 16 X 16(4,9x4,9) 13(49) 7 0 (0,48) R3516 18 x 18(5,5x5,5) 17(64 3) 12 0(0,83) R3516 20x20(6,1 X 6,1) 20 (75 7) 167(1,14) R3516 iMax. Sprinkler Spacing ft(m) Flow gpm (Lpm) Pressure psi (Ijar) Sprinkler Identification Number (SiN) 12x12(3,6x3,6) 15(57) 9 4 (0,65) R3516 14x14(4,3x4,3) 16(60 5) 10 6(0,73) R3516 16 X 16(4,9x4,9) 17(64 3) 12 0(0,83) R3516 18 X 18(5.5x5,5) 19(72) 15 0(1,0) R3516 20x20(6,1 x6,1) 22 (83 2) 20 2(1,4) R3516 *Note The Fl Res 49 pendent and recessed pendent residential sprin- klers can be installed per NFPA 13 in beamed ceilings meeting the following criteria 1 Maximum beam depth = 7" (178mm) 2 Beam spacing at or greater than 7 5 ft (2 3m) on center Technical Data: FIRes 58 Pendent and Recessed Pendent. Thread Size Nominal Orifice Inch (mm) Sprinkler Temp. Rating IMax. Pressure psi (bar) Max. Ambient Temp. Actual K Factor Spnnkler Length Inch (mm) Thread Size Nominal Orifice Inch (mm) op »c IMax. Pressure psi (bar) op "C Actual K Factor Spnnkler Length Inch (mm) Vz" NPT m) Vz"(.:3) 155 175 68 79 175(12) 100 150 38 66 58 2 25 (57) Max. Sprinkler Spacing ft(m) Row gpm (Lpm) Pressure psi (bar) Ceiling -io- Deflector inch (mm) Sprinkler Identification Number (SiN) 12 x 12(3,6x3,6) 16(61) 7 6 (0,53) 1-4 (25- 100) R3513 14x14(4,3x4,3) 16(61) 7 6 (0,53) 1-4 (25- 100) R3513 16 X 16(4,9x4,9) 16(61) 7 6(0,53) 1-4 (25- 100) R3513 18 X 18(5,5x5,5) 19(72) 10 8(0,75) 1-4 (25- 100) R3513 20 x 20(6,1 x6,1) 22 (83 3) 14 4(1,0) 1-4 (25- 100) R3513 3. Technical Data: F1 Res 76 Pendent and Recessed Pendent Thread Size Nominal Orifice inch (mm) Sprinkler Temp. Rating Max. Pressure psi (bar) Max. Ambient Temp. K Factor Sprinkler Length Inch (mm) Thread Size Nominal Orifice inch (mm) •F •c Max. Pressure psi (bar) op "C K Factor Sprinkler Length Inch (mm) ^h" NPT (R%) '732" (13 5) 155 175 68 79 175(12) 100 150 38 66 76 2 25 (57) Max. Sprinkler Spacing ft(ni) Row gpm (Lpm) Pressure psi (l}ar) Sprinkler Identification Number (SIN) 12 x 12(3,6x3,6) 21(79 5) 7 6 (0,53) R7618 14 X 14(4.3x4,3) 21(79 5) 7 6 (0,53) R7618 16 X 16(4,9x4,9) 21 (79 5) 7 6 (0,53) R7618 18 X 18(5,5x5,5) 21(79 5) 7 6 (0,63) R7618 20 x 20(6,1 x6,1) 23(87 1) 9 2 (0,63) R7618 Model Fl Res 30,49,58 & 76 CCP Pendent Model Fl Res 30, 49, 58 & 76 Recessed Pendent / FP FP push-on/thread-off escutcheon 2 S/W DIA [58 7mm] CUP 2 5/8' [66 7mm] D HOLE IN CEILING 1"xl/2 REDUCER COVER ADJUSTMENT 1 1/4' [31 5mm] MAX FACE OF FITTING TO FACE OF CEILING DIMENSION J 5/16" DIA 135FG04D '~ [84 1mm] Fl RES 50. 49. 58 & 76 CCP REND. 1/2 [33 tmmj UAX fACe Of FITTING TO FACE OF CEILING OntFMSION F1 RES 49 PENDENT/FP Fig 3 Fig. 4 Note: The Fl Res 76 will use a 1" x %" reducer Technical Data: FIRes 30 CCP Pendent and Recessed Pendent/FP Thread Size Nominal Orifice Inch (mm) Spnnkler Temp. Rating CCP Assembly Temp. Rating Max. Pressure psi (bar) Max. Ambient Temp. K Factor Sprinkler Length Inch (mnj) Thread Size Nominal Orifice Inch (mm) °F •c 'F OQ Max. Pressure psi (bar) °F "C K Factor Sprinkler Length Inch (mnj) Vz NPT (RVa) ^V«" (8 2) 155 68 135 57 175(12) 100 38 30 2 25 (57) Max. Sprinkler Spacing fl(m) Flow gpm (Lpm) Pressure psi (bar) Sprinkler identification Number (SIN) 12 X 12(3,6x3,6) 8 (30 3) 7 0 (0,48) R3511 14 X 14(4,3x4,3) 11 (41 6) 13 4(0,92) R3511 Technical Data: FIRes 49 CCP Pendent and Recessed Pendent/FP Thread Size Nominal Orifice Inch (mm) Sprinkler Temp. Rating CCP Assembly Temp. Rating Max. Pressure psi (bar) Max. Ambient Temp. K Factor Sprinkler Length Inch (mm) Thread Size Nominal Orifice Inch (mm) °F "C "F °C Max. Pressure psi (bar) "C K Factor Sprinkler Length Inch (mm) Vz NPT (RVa) 7.6" (11) 155 68 135 57 175(12) 100 38 49 2 25 (57) Max. Sprinkler Spacing ft(m) Row gpm (Lpm) Pressure psi (bar) Sprinkler Identification Number (SIN) 12 X 12(3,6x3,6) 13 (49) 7 0 (0.48) R3516 14 X 14(4.3x4,3) 13(49) 7 0 (0,48) R3516 16 x 16(4,9x4,9) 14(53) 8 2 (0,56) R3516 18 x 18(5,5x5,5) 18(68 1) 13 5(0,93) R3516 20x20(6,1 x6,1) 20 (75 7) 167(1,14) R3516 CCP Options Data: "A" Cover Adjustment Inch (mm) "B" CCP Height Inch (mm) Vz(12 7) '^/.6(24) Vi6 (7 9) V> (19) FP Data "A": FP Position "A" Inch (mm) Max Recessed 7l6(11) Mm Recessed 'V.I5 (24) Note: Sprinklers shown in Fig 3 and Fig 4 are not suitable for installation in ceil- ings which have positive pressure in the space above Technical Data: FIRes 58 CCP Pendent and Recessed Pendent/FP Thread Size Nominal Orifice inch (mm) Sprinkler Temp. Rating CCP Assembly Temp. Rating Max. Pressure ps! (bar) Max. Ambient Temp. K Factor Sprinkler Length Inch (mm) Thread Size Nominal Orifice inch (mm) op •c "F "C Max. Pressure ps! (bar) "F K Factor Sprinkler Length Inch (mm) Vz NPT km V2"(13) 155 68 135 57 175(12) 100 38 58 2 25 (57) Max. Spnnkler Spacing ft(m) Flow gpm (Lpm) Pressure psi (bar) Sprinkler Identification Number (SIN) 12 X 12(3,6x3,6) 16(61) 7 6 (0,53) R3513 14 X 14(4,3x4,3) 16(61) 7 6 (0,53) R3513 16 x 16(4,9x4,9) 16(61) 7 6 (0,53) R3513 18 x 18(5,5x5,5) 19(72) 10 8 (0,75) R3513 20 x 20(6,1 x6,1) 22 (83 3) 14 4(1,0) R3513 Technical Data: FIRes 76 CCP Pendent and Recessed Pendent/FP Thread Size Nominal Orifice Inch (mm) Sprinkler Temp. Rating CCP Assembly Temp. Rating Max. Pressure psi (bar) Max. Ambient Temp. K Factor Sprinkler Length Inch (mm) Thread Size Nominal Orifice Inch (mm) "F "C op »c Max. Pressure psi (bar) -F •c K Factor Sprinkler Length Inch (mm) ^A" NPT (R'A) '732" (13 5) 155 175 68 79 135 57 175(12) 100 150 38 66 76 2 25 (57) Max. Sprinkler Spacing ft(m) Flow gpm (Lpm) Pressure psi (bar) Sprinkler identification Number (SIN) 12 X 12(3,6x3,6) 21 (79 5) 7 6 (0,53) R7618 14 X 14(4,3x4,3) 21 (79 5) 7 6 (0,53) R7618 16 X 16(4,9x4.9) 21 (79 5) 7 6 (0,53) R7618 18x18(5.5x5,5) 22 (83 3) 8 4 (0,58) R7618 20 x 20(6,1 x6,1) 25 (94 6) 10 8 (0,74) R7618 VAAAAAAAAAAA FACE OF FITTINO TO • WALL DIMENSION •2 1/4 HOLE DIA [57 2mm] I X 1/2 REDUCER [3 2mm] TURN COLLAR UNTIL TIGHT AGAINST SPRINKLER .^v WRENCH BOSS ^ -I 1/4" UIN [31 8mm] CEILING TO DEFLECTOR DIMENSION 2 27/32" DIA [72 2mm] I35FG06-D —- 1/2 [ IJmmJ ADJUSTMENT Fl RES 58 & 44 HSW/F2 Fig 5 Model Fl Res 44 & 58 HSW • Model Fl Res 44 & 58 Recessed HSW/F2 f.s J F2 escutcheon, 1/2" (13mm) adjustment Technical Data: FIRes 44 HSW & HSW/F2 Escutcheon, F2, Data: Thread Size Nominal Orifice Inch (mm) Sprinkler Temp. Rating Max. Pressure psi (bar) Max. Ambient Temp. K Factor Sprinkler Length inch (mm) Nominal Orifice Inch (mm) op "C Max. Pressure psi (bar) T "C Sprinkler Length inch (mm) Vz" NPT m) 7e"(10) 155 175 68 79 175(12) 100 150 38 66 44 2 45 (62) Type Adjustment Inch (mm) Face of Fitting to wall Inch (mm) F2 72(13) 3/l6-"/l6 (4 7- 17 4) Max. Spnnkler Spacing ft(m) "A" Ceiling to Deflector inch (mm) Sprinkler Temp. Rating TCC) Flow gpm (Lpm) Pressure psi (bar) Sprinkler Identification Number (SIN) 12 X 12(3,6x3,6) 4-6 (101 -152) 155(68) 175(79) 12(45,4) 7 5 (0,52) R3531 14 x 14(4,3x4,3) 4-6 (101 -152) 155 (68) 175(79) 14(53,0) 10 2(0,71) R3531 16 X 16(4,9x4.9) 4-6 (101 -152) 155(68) 175(79) 16(60,6) 13 3(0,92) R3531 16 X 18(4,9x5,5) 4-6 (101 -152) 155(68) 175(79) 18(68,1) 168(1.16) R3531 18 X 18(5,5x5,5) 4-6 (101 -152) 155(68) 175(79) 19 (72,0) 18 7(1,29) R3531 16x20(4,9x6,1) 4-6 (101 -152) 155 (68) 175(79) 23(87,1) 27 4(1,89) R3531 12 x 12(3,6x3,6) 6-12 (152-305) 155(68) 175(79) 14 (53,0) 10 2(0,71) R3531 14 X 14(4,3x4,3) 6-12 (152-305) 155(68) 175(79) 16(60,6) 133(0,92) R3531 16 X 16(4,9x4,9) 6-12 (152-305) 155(68) 175(79) 17(64,4) 150(1.04) R3531 16 X 18(4,9x5,5) 6-12 (152-305) 155 (68) 175(79) 20 (75,7) 20 7(1,43) R3531 16x20(4,9x6,1) 6-12 (152-305) 155 (68) 175(79) 23(87,1) 27 4(1,89) R3531 Technical Data: FIRes 58 HSW & HSW/F2 Escutcheon, F2, Data: Thread Size Nominal Orifice Inch (mm) Sprinkler Temp. Rating Max. Pressure psi (bar) Max. Ambient Temp. K Factor Sprinkler Length inch (mm) Nominal Orifice Inch (mm) "F X Max. Pressure psi (bar) •F •c Sprinkler Length inch (mm) Vz" NPT m) V2"(13) 155 175 68 79 175(12) 100 150 38 66 58 2 45 (62) Type Adjustment Inch (mm) Face of Fitting to wall Inch (mm) F2 72 (13) Vl6- "/l6 (4 7- 17 4) Max. Sprinkler Spacing ft(m) "A" Ceiling to Deflector Inch (mm) Spnnkler Temp. Rating •Fro Flow gpm (Lpm) Pressure psi (bar) Sprinkler Identification Number (SIN) 12x12(3,6x3,6) 4-6 (101 - 152) 155 (68) 175(79) 16(60,6) 7 6 (0,53) R3533 14x14(4,3x4,3) 4-6 (101 - 152) 155(68) 175(79) 18(68,2) 9 7 (0,67) R3533 16 X 16(4,9x4,9) 4-6 (101 - 152) 155 (68) 175(79) 21 (79,5) 13 2(0,91) R3533 16 X 18 (4,9 X 5,5) 4-6 (101 - 152) 155 (68) 175(79) 25 (94,7) 18 6(1,28) R3533 16x20(4,9x6,1) 4-6 (101 - 152) 155(68) 175(79) 29(109,8) 25(1,73) R3533 12 X 12(3,6x3,6) 6-12 (152-305) 155(68) 175 (79) 22 (83.3) 14 4(1,0) R3533 14x14(4,3x4,3) 6-12 (152-305) 155 (68) 175(79) 22 (83,3) 14 4(1,0) R3533 16x16(4,9x4,9) 6-12 (152-305) 155 (68) 175 (79) 26 (98,4) 201 (1,39) R3533 16 X 18(4,9x5,5) 6-12 (152-305) 155 (68) 175(79) 31 (117,4) 28 6(1,97) R3533 Model Fl Res 44 SWC \ .... -i\f Technical Data: FIRes 44 SWC 1/4' [Jt 75mm] Maximum face Of Fitting To Wall Dimension Recommended ' ,T Won Hole 2 5/16' 2 5/8~ 158 74mm] (66 68mm] DiO / 21/J2~ [42 07mm] 1/2' [12 70mm] Adjustment Fl RES 44 SWC Fig. 6 Thread Size Nominal Orifice Inch (mm) Sprinkler Temp. Rating Cover Temp. Rating Max. Pressure psi (bar) Max. Ambient Temp, K Factor Sprinkler Length Inch (mm) Thread Size Nominal Orifice Inch (mm) op oc op •c Max. Pressure psi (bar) •F oc K Factor Sprinkler Length Inch (mm) W NPT m) w (10) 155 68 135 57 175(12) 100 38 44 2 45 (62) Max. Sprinkler Spacing ft(m) "A" Celling to [>efiector inch (mm) Flow gpm (Lpm) Pressure psi (bar) Sprinkler Mentification Number (SiN) 12x12(3,6x3,6) 4-6 (101 - 152) 13(49,2) 8 7 (0,60) R3531 14 X 14(4,3x4,3) 4-6 (101 - 152) 14(63,0) 10 2(0,71) R3531 16 X 16(4,9x4,9) 4-6 (101 - 152) 17(64,3) 150(1,1) R3531 16 X 18(4,9x5,5) 4-6 (101 - 152) 19(71,8) 18 7(1,13) R3531 16x20(4,9x6.1) 4-6 (101 - 152) 23(87,1) 27 4(1,89) R3531 12 X 12(3,6x3,6) 6-12 (152-305) 14 (52.9) 10 2(0.71) R3531 14 X 14(4,3x4,3) 6-12 (152-305) 15 (56,7) 11 7(0,81) R3531 16x16(4,9x4,9) 6-12 (152-305) 18(68,1) 168(1,16) R3531 16x18(4,9x5,5) 6-12 (152-305) 20 (75,6) 20 7(1,43) R3531 > Maintenance Model F1 Res 30, 49, Fl Res 58, Fl Res 76 and Fl Res 44 Sprinklers should be inspected quarterly, and the spnnkler sys- tem maintaned in accordance wifri NFPA 25,13,13D, and 13R Do not clean spnnkler with soap and water. Ammonia or any oth- er cleaning fluids Remove dust by using a soft baish or gentle vacuuming Remove any spnnkler which has been painted (oth- er than factory applied) or damaged in any way A stock of spare spnnklers should be maintained to allow quick replacement of damaged or operated spnnklers Pnor to installation, spnnklers should remain in the onginal cartons and packaging until used This will minimize the potential for damage to sprinklers that could cause improper operation or non-operation IWodel Fl Res 30, 49 & 58 Pendent Sprinlder Specifications spnnklers shall be [cULus Listed] [New York City MEA Ap- proved (258-93-E)] low flow residential pendent spnnklers en- gineered to provide a minimum design density of 005 gpm/ft^ over the listed coverage area Usted flows as specified by the manufacturer's technical data sheets are to be used Residential spnnklers shall be installed in confonnance with the manufac- turer's installation guidelines and the applicable installation stan- dard Where pendent residential spnnklers are installed under sloped ceilings having a pitch from [4/12] to [8/12], the spnnklers shall be listed for such use Deflector-to-ceiling distance listing shali be 1" to 8" maximum Spnnkler frame and deflector shall be of bronze frame constnjction having a Vz" NPT thread Water seal assembly shall consist of a Teflon-coated Belleville spnng washer with top-loaded extruded or cold head cup with 3 mm glass bulb containing no plastic parts, and having a temperature rating of [155°F (68°C)] [175°F (79°C)] Spnnklers shall have a nominal K-factor of 3 0, 4 9 and 5 8 Standard finish [Bronze] [Chrome-plated] [White Polyester] [Special finisfv-specify] Resi- dential pendent spnnklers shall be Reliable Model Fl Res 30,49 & 58, SIN R3511. R3516 & R3513 (Bulletin 135) Model Fl Res 49 & 58 Recessed Pendent/FI, Model F1 Res 30,49 & 58 Recessed Pendent/Fa, Model Fl Res 30,49 & 58 Recessed Pendent/FP Spnnklers shall be [cULus Listed] [New York City MEA fip- proved (258-93-E)] low flow residential recessed pendent spnnklers engineered to provide a minimum design density of 0 05 gpm/ft2 over the listed coverage area Listed flows as specified by the manufacturer's technical data sheets are to be used Residential spnnklers shall be installed in conformance with the manufacturer's installaton guidelines and the applica- ble installation standard Where pendent residential spnnklers are installed under sloped ceilings having a pitch from [4/12] to [8/12], the spnnklers shall be listed for such use Deflector- to-ceiling distance listing shall be 1" to 8" maximum Sprinkler frame and deflector shall be of bronze frame constmction hav- ing a Va" NPT thread Water seal assembly shall consist of a Teflon-coated Belleville spnng washer with top-loaded extruded or cold head cup with 3 mm glass bulb containing no plastic parts, and having a tOTperature rating of [155°F (68°C)] [175°F (79°C)] Spnnklers shall have a nominal K-factor of 3 0, 4.9 & 5 8 Standard finish [Bronze] [Chrome-plated] [White Polyester] [Special finish- specify] Recessed escutcheon assembly shall be a steel, two-piece escutcheon [with V?" adjustment (Model F2)] [with %" adjustment (Model F1)] [of push-on and thread off design with Vz" adjustment (Model FP)] Standard finish shall be [brass][bnght chrome] [white painted] Residential recessed pendent spnnklers shall be Reliable [Model Fl Res 30, 49 & 58 Recessed Pendent'FI] [Model F1 Res 30, 49 & 58 Recessed PendenfF2] [Model Fl Res 30.498,58 Recessed PendentFP] SIN R3511, R3516 & R3513 (Bulletin 135) Model Fl Res 30,49 & 58 CCP Pendent (Concealed) Spnnklers shall be [cULus Listed] [New Yori< Cify MEA Ap- proved (258-93-E)] low flow residential concealed spnnklers en- gineered to provide a minimum design densify of 0 05 gpm/ft^ over frie listed coverage area Listed flows as specified by the manufacturer's technical data sheets are to be used Residential spnnklers shall be installed in conformance with the manufac- turer's installation guidelines and the applicable installation stan- dard Where pendent residential spnnklers are installed under sloped ceilings having a pitch from [4/12] to [8/12], the spnnklers shall be listed for such use Spnnkler frame and deflector shall be of bronze frame constructon having a Vz NPT thread Water seal assembly shall consist of a Teflon-coated Belleville spnng washer wilti top-loaded extnjded or cold head cup with 3 mm glass bulb containing no piasdc parts, and having a tempetature rating of ^55°F (68°C) Cover plate assembly shall consist of a brass cover plate and copper alloy retainer flange Method of attaching the cover plate to the spnnkler cup shall be a push- on and thread-off design allowing a Vz cover plate adjustment (Dover plate temperature rating shall be 135°F (57°G). A plastic protective cap shall be provided and factory installed inside the spnnkler cup to protect the spnnkler from damage, which could occur dunng constaiction before the cover plate is installed Standard cover plate finish [White] [Custom Color- specify], ] Concealed pendent spnnklers shall be Reliable Model Fl Res 30,49 & 58 CCR SIN R3511, R3516 & R3513 (Bulletin 135) Model Fl Res 44 Horizontal Sidewaif Residential Sprinkler Specifications Sprinklers shall be [cULus Listed] [New York Cify MEA Ap- proved (258-93-E)] low flow residential horizontal sidewall spnn- klers engineered to provide a minimum design densify of 0 05 gpm/ff over the listed coverage area Listed flows as speci- fied by the manufacturer's technical data sheets are to be used Residential spnnklers shall be installed in conformance with the manufacturer's installation guidelines and the applicable instal- lation standard Where honzontal sidewall residential spnnklers are installed under sloped ceilings having a pitch from [4/12] to [8/12], the spnnklers shail be listed for such use Spnnkler frame and deflector shall be of bronze frame construction having a Vz NPT thread Water seal assembly shall consist of a Teflon-coat- ed Belleville spnng washer with top-loaded extmded or cold head cup with 3 mm glass bulb containing no plastic parts, and having a temperature rating of [155°F (68°C)] [175°F (79°C)] Sprinklers shall have a nominal K-factor of 4 4 (62 8) Standard finish [Bronze] [Chronne-plated] [White Polyester] [Special fin- ish- specify] Residential honzontal sidewall spnnklers shall be Reliable Model Fl Res 44, SIN R3531 (Bulletin 135) 8, Model Fl Res 44 Recessed Horizontal Sidewall Sprinkler Use description for the Model F1 Res 44 honzontal side- wall spnnkler with the following modifications Replace "honzontal sidewall sprinkler" with "recessed honzontal spnnkler" Add Recessed escutcheon assembly shall be a steel, two-piece escutcheon with Vz adjustment (Model F2) Standard finish shall be [brass][bnght chrome] [white painted] [Special finish- specify] Residential recessed honzontal sidewall spnnklers shall be Reliable Model Fl Res 44/F2, SIN R3531 (Bulletin 135) Model F1 Res 76 Pendent Sprinklers shall be [cULus Listed] low flow residential pendent sprinklers engineered to provide a minimum de- sign density of 0 05 gpm/ft^ over the listed coverage area Listed flows as specified by the manufacturer's technical data sheets are to be used Residential spnnklers shall be installed in conformance with the manufacturer's in- stallation guidelines and the applicable installation stan- dard Sprinkler frame and deflector shall be of bronze frame construction having a W NPT thread Water seal assembly shall consist of a Teflon-coated Belleville spnng washer with machined or cold head cup with 3 mm glass bulb containing no plastic parts, and having a tempera- ture rating of [155°F (68°C)] [175°F (79°C)]. Sprinklers shall have a nominal K-factor of 7 6 Standard finish. [Bronze] [Chrome-plated] [White Polyester] [Special fin- ish- specify] Residentiai pendent spnnklers shall be Reli- able Model F1 Res 76, SIN R7618 (Bulletin 135) Model Fl Res 76 Recessed Pendent/F1, Model Fl Res 76 Recessed Pendent/F2, Model Fl Res 76 Recessed Pendent/FP Sprinklers shall be [cULus Listed] low flow residential recessed pendent spnnklers engineered to provide a minimum design density of 0 05 gpm/ft^ over the listed coverage area Listed flows as specified by the manu- facturer's technical data sheets are to be used. Residen- tial spnnklers shall be installed in conformance with the manufacturer's installation guidelines and the applicable installation standard Spnnkler frame and deflector shall be of bronze frame construction having a %" NPT thread Water seal assembly shall consist of a Teflon-coated Bel- leville spnng washer with machined or cold head cup with 3 mm glass bulb containing no plastic parts, and hav- ing a temperature rating of [155°F (68°C)] [175°F (79°C)], Spnnklers shall have a nominal K-factor of 7 6 Standard finish [Bronze] [Chrome-plated] [White Polyester] [Spe- cial finish- specify] Recessed escutcheon assembly shall be a steel, two-piece escutcheon [with Vi' adjust- ment (Model F2)] [with adjustment (Model Fl)] [of push-on and thread off design with Vz adjustment (Mod- el FP)], Standard finish shall be [brass][bright chrome] [white painted] Residential recessed pendent spnnklers shall be Reliable [Model F1 Res 76 Recessed Pendent/ Fl] [Model Fl Res 76 Recessed Pendent/F2] [Model Fl Res 76 Recessed Pendent/FP] SIN R7618 (Bulletin 135) Model Fl Res 76 CCP Pendent (Concealed) Sprinklers shall be [cULus Listed] low flow residential concealed sprinklers engineered to provide a minimum design density of 0 05 gpm/ft^ over the listed coverage area Listed flows as specified by the manufacturer's technical data sheets are to be used Residential sprin- klers shall be installed in conformance with the manufac- turer's installation guidelines and the applicable instal- lation standard Sprinkler frame and deflector shall be of bronze frame construction having a %" NPT thread Water seal assembly shall consist of a Teflon-coated Bel- leville spring washer with machined or cold head cup with 3 mm glass bulb containing no plastic parts, and having a temperature rating of 155°F (68°C) Cover plate assem- bly shall consist of a brass cover plate and copper alloy retainer flange Method of attaching the cover plate to the sprinkler cup shall be a push-on and thread-off design allowing a Vz cover plate adjustment Cover plate tem- perature rating shall be 135°F (57°C) A plastic protec- tive cap shall be provided and factory installed inside the spnnkler cup to protect the sprinkler from damage, which could occur during construction before the cover plate IS installed Standard cover plate finish [White] [Custom Color- specify] ] Concealed pendent spnnklers shall be Reliable Model Fl Res 76 CCR SIN R7618 (Bulletin 135) Finishes standard Finishes Spnnkler F1,F2,FP Escutcheons Cover Plates Bronze Chrome Plated Wn\te and Black Polyester Coated Brass Bright Chrome Plated White Painted White Painted Chrome Spedal Application Finishes Sprinkler F1,F2, Escutcheons Cover Plates Bright Brass Black Plated Black Paint Off White Satin Chrome Bright Brass Black Plated Black Paint Off White Satin Chrome Bright Brass Black Plated Black Paint Off White Satin Chrome other finishes and colors are available on special order Consult factory for details Note. Paint or any other coating applied over the factory finish will void all approvals and warranties Ordering information Specify: 1 Spnnkler Model 2 Spnnkler Type 3 Temperature Rating 4, Sprinkler Finish 5 Escutcheon Finish 6, Cover Plate Rnish 9 Reliable...For Complete Protection Reliable offers a wide selection of sprinkler components. Following are some of the many precision-made Reliable products that guard life and property from fire around the clock. Automatic sprinklers Flush automatic sprinklers Recessed automatic sprinklers Concealed automatic sprinklers Adjustable automatic sprinklers Dry automatic sprinklers Intermediate level sprinklers Open sprinklers Spray nozzles Alarm valves Retarding chambers Dry pipe valves Accelerators for dry pipe valves Mechanical sprinkler alarms Electrical sprinkler alarm switches Water flow detectors Deluge valves Detector check valves Check valves Electrical system Sprinkler emergency cabinets Sprinkler wrenches Sprinkler escutcheons and guards Inspectors test connections Sight drains Ball drips and drum drips Control valve seals Air maintenance devices Air compressors Pressure gaugesldentification signs Fire department connection The equipment presented in this bulletin is to be installed in accordance with the latest published Standards ot the National Rre Protection Association. Factory Mutual Research Corporation, or other similar organizattons and also wrth the provisions of governmental codes or ordinances virtienever applicable Productsmanufactured and distributed by Reliable have been protecting life and property for over dO years, and are installed and sen^ced by the most highly qualified and reputable spnnkler contractors located throughout the United States, Canada and foreign countnes Manufactured by Bellililcf The Reliable Automatic Spnnkler Co , Inc (800)431-1588 Sales Offices (800) 848-6051 Sales Fax (914) 829-2042 Corporate Offices viww reliablesprinkler com Internet Address ® Recycled Paper Revision lines indicate updated or new data EQ Printed In U S A 09/10 P/N 9999970235 Bulletin 121 Rev J bid Model G4 Concealed Automatic Sprinkler CD c The Concealer® A Concealed Sprinkler WithVa" (13mm) or V/2" (38mm) Adjustment Features 1 Cover plate assembly attachment with Vz" (13mm) adjustment Does not require clips or spnngs 2 V/z" (38mm) Total adjustment provided by adjustable inlet versions 3 Adjustable inlet version available with either 1" NPT male or female threads eliminating costly reducing coupling Smooth aesthetic ceiling profile Available in white or other color painted or brass, chrome, or black plated finishes Ordinary and intermediate temperature ratings Multiple orifices for design flexibility 4 5 7 Approvals & Listings 1 Underwriters Laboratories Inc (UL) 2 Underw/riters Laboratories of Canada (ULC) 3 NYC BS&ANo 587-75-SA Note Approvals are tor light and ordinary hazard, except for small orifice sprinklers which are limited to light hazard occupancies The cup and skirt are fabricated from plated steel and are in- tended for interior non corrosive applications U.S Patent No. 4,880,063. Application The Reliable Model G4 Conceal- er® IS the most versatile concealed spnnkler available It provides the best form of fire protection w/hile offering an attractive appearance and Vz" (13mm) of cover adjustment for ease of instal- lation The adjustable 1" NPT inlet versions have iVa" (38mm) of total adjustment and also eliminates the need for a reducing coupling The small diameter cover plate assembly is easily attached and blends into the ceiling, concealing the most dependable fire protection available, an automatic sprinkler system )AA A-j'*f^,A^-e.A' L*a y^$4A^tdy^'-,:'A^ S'j":^'/tk:f-A'^'''^^ 1$A-'^' ^'^AAA-f-rAA'A'^-A.;, The Concealer® is designed for use where aesthetic ap- pearance IS important Offices, hospitals, motels and restau- rants are but a few of the applications where it can be used It IS available in different orifice sizes allowing the designer to optimize system performance, thereby achieving a most efficient installation The Concealer® can eliminate the need for precise cutting of drop nipples The cover plate assembly can be adjusted without tools so It mates accurately with the ceiling The fire protection system need not be shut down to adjust or remove the cover plate assembly Product Description The Reliable Model G4 Concealer® standard response uses the proven Model G fusible element in a standard style sprinkler frame with a drop-down deflector This assembly is recessed into the ceiling and concealed by a flat cover plate This threaded engagement provides Vz (13mm) of cover ad- justment The flat cover plate is attached to the skirt using an ordinary temperature classification solder This results in a strong cover plate assembly with an ordinary temperature rating, and an intermediate temperature sprinkler which can be installed in 150°F (66°C) environments When the ceiling temperature rises, the solder holding the cover plate to the skirt melts, the flat cover plate released thus exposing the sprinkler inside to the rising ambient temperature The subsequent fusing of the sprinkler element opens the watenway and causes the deflector to drop into position to distribute the discharging water Any secure engagement of the threads between the cover plate and cup will assure that the drop-down deflector is properly located below the ceiling w/hen a sprinkler operates The Reliable Automatic Sprinkler Co., Inc., 103 Fairview Park Drive, Elmsford, New York 10523 Installation Do not install The Concealer® in ceilings which have posi- tive pressure in the space in the space above After a 2% inch diameter hole is cut in the ceiling, the sprin- kler IS to be installed with the Model G4 Wrench The wrench has drive tangs which insert into cup slots When installing a spnnkler the wrench is first positioned into the sprinkler/ cup assembly until the wrench tangs engage dnve slots in the top of the cup (there are two sets of mating drive slots in the cup) The sprinkler is then tightened into the pipe fitting When inserting or removing the wrench from the sprinkler/ cup assembly care should be taken to prevent damage to the sprinkler DO NOT WRENCH ON ANY OTHER RART OF THE SPRINKLER/CUP ASSEMBLY The adjustable inlet versions are similar to the standard Model G4 except that an addition 1" (25mm) of adjustment is provided by means of a telescoping inlet section that threads in or out of a stationary coupling reducer (either 1 male or 1 female) as shown in Fig 2 or Fig 3 These spnnklers must be installed before the ceiling is in place, by wrenching on only Temperature Ratings the coupling reducer hex flats After the ceiling has been in- stalled with holes for the sprinkler, each telescoping inlet sec- tion IS to be adjusted with the G4 Wrench Install the cover plate assembly by hand turning it clockwise until it is tight against the ceiling Maintenance The Model G4 Concealer® should be inspected quarterly and the sprinkler system maintained in accordance with NFPA 25 Do not clean sprinklers with soap and water, am- monia or any other cleaning fluids Remove any sprinkler that has been painted (other than factory applied) or damaged in any way A stock of spare sprinklers should be maintained to allow quick replacement of damaged or operated spnn- klers Prior to installation, sprinklers should be maintained in the original cartons and packaging to minimize the potential for damage to sprinklers that would cause improper opera- tion or non-operation Classification Sprinl<ler Cover Plate Max. Ambient Temp. Ordinary 135°F/57°C 135°F/57°G 100°F/38°C Ordinary 165''F/74°C 135'>F/57°C 100°F/38°C Ordinary 165°F/74°C 165''F/74°C iso^F/ee-c Intermediate 212»F/100°C 165°F/74°C 150°F/66°C Installation Data Ordering Information 1 Spnnkler Model 2 Temperature Rating 3 Nominal Orifice 4 Flat Cover Plate Finish 5 Inlet Type Note Unless otherwise specified, the 165°F (74°C) sprinkler will be provided with the 165°F (74°C) cover Cover Plate Finishes Sprinkler Inlet Total Adjustment Nominal Onfice Nominal K Factor Thread Approvals Spnnkler Identification Number (SIN) Sprinkler Inlet Total Adjustment Nominal Onfice us Metnc Thread Approvals Spnnkler Identification Number (SIN) Non-Ad|ustable Vl (13mm) Vi' (15mm) 56 80 '/a" NPT(Ry2) 1,2,3 R2115 Non-Adjustable '/2' (13mm) Vi6"(11mm) 42 60 M>" NPT (Ry2) 1,2,3 R2113 Non-Adjustable V2' (13mm) 3/4" (10mm) 28 40 Vz" NPT (RVa) 1,2,3 R2111 Adjustable iy2" (38mm) Vi" (15mm) 56 80 1" NPT Male or Female 1,2,3 R2118 Adjustable IVs" (38mm) Vis" (11mm) 4 2 60 1" NPT Male or Female 1,2,3 R2113 Adjustable V/z' (38mm) Vs" (10mm) 28 40 1" NPT Male or Female 1,2,3 R2112 Standard Finishes Bronze Chrome Plated White Special Application Finishes Black Plated Bright Brass Off White Black Paint Other colors and finishes are available Consult factory for details Note Paint or any other coat- ings applied over the factory finish will void all approvals and warranties Installation Wrench Model G4 Spnnkler Wrench l/i [<Jmm] M COVOf AOJUSTIi^NT h- J 5/16 (84 l™n7 Rg 1 - Vz NPT (fV/z) Non-Adjustable Inlet Fig 2 -1" NPT Male-Adjustable Inlet Fig 3 -1" NPT Female-Adjustable Inlet The equipment presented in this bulletin is to be installed in accordance with the latest published Standards of the National Fire Protection Association, Factory Mutual Research Corporation, or other similar organizations and also with the provisions of governmental codes or ordinances whenever applicable Productsmanufactured and distributed by Reliable have been protecting life and property for over 90 years, and are installed and serviced by the most highly qualified and reputable sprinkler contractors lcx;ated throughout the United States, Canada and foreign countries Manufactured by Reliable^ The Reliable Automatic Sprinkler Co , Inc (800) 431-1588 Sales Offices (800) 848-6051 Sales Fax (914) 829-2042 Corporate Offices wAww reliablesprinkler com Internet Address ® Recycled Paper Revision lines indicate updated or new data EG Printed in U S A 07/11 PIN 999997t»14 FEATURES Sizes •3/4" • 1" • 1-1/4" • 1-1/2" • 2" Maximum working water pressure 175 PSI Maximum working water temperature 180°F Hydrostatic test pressure 350 PSI End connections Threaded ANSI B1.20 1 OPTIONS (Suffixes can be combined) • - with full port QT ball valves (standard) • L - less ball valves • U - with union ball valves • S - with bronze "Y" type strainer • TCU - with test cocks "vertical" up • V - with union swivel elbows (3/4" & 1") • OSY - with OS & Y gate valves • FDC - with fire hydrant connection (2" only) • FT - with integral male 45° flare SAE test fitting ACCESSORIES • Repair kit (rubber only) • Thermal expansion tank (Model WXTP) • QT-SET Quick Test Fitting Set • Test Cock Lock (Model TCL24) DIIWENSIONS & WEIGHTS (do not include pkg.) APPLICATiON Designed for installation on potable water lines to protect against both backsiphonage and backpressure of polluted water into the potable water supply Assembly shall provide protection where a potential health hazard does not exist STANDARDS COMPLIANCE (Ali sizes approved horizontal Vertical approvais as listed below) ASSE® Listed 1015 (vertical 3/4", 1 1/4", 1 1/2" & 2") lAPMO® Listed (vertical 1 1/4"-2") CSA® Listed ( vertical 3/4", 1 1/4", 1 1/2" & 2") AWWA Compliant C510 (vertical 3/4") • UL® Classified (less shut-ofl" valves only) • C-UL® Classified (less shut-off valves only) • Approved by the Foundation for Cross Connection Control and Hydraulic Research at the University of Southern California (vertical 3/4") • City of Los Angeles Approved (vertical 1 -1 /4"-2") NYC MEA 426-89-M VOL 3 MATERIALS Mam valve body Access covers Internals Elastomers Polymers Spnngs Cast Bronze ASTM B 584 Cast Bronze ASTM B 584 Stainless Steel, 300 Series Silicone (FDA approved) Buna Nitnle (FDA approved) Noryl™, NSF Listed Stainless steel, 300 senes DIMENSIONS (a •proximate) WEIGHT MODEL A UNION B LESS BALL VALVES LESS WITH SIZE A BALL B LESS BALL VALVES C D E F G BALL BALL VALVES B LESS BALL VALVES VALVES VALVES in mm in mm m mm in mm in mm in mm in mm in mm m mm lbs lbs kg 3/4 20 11 1/4 286 12 1/2 318 7 178 1 1/2 38 3 76 3 1/2 89 3 76 15 381 5 23 7 32 1 25 12 1/4 311 13 7/8 353 7 178 1 1/2 38 3 76 3 1/2 89 3 76 17 3/4 451 8 36 12 54 1 1/4 32 15 1/2 419 18 1/2 470 10 9/16 268 2 51 3 1/2 89 4 1/2 114 4 1/2 114 21 1/2 546 16 73 22 10 1 1/2 40 171/8 435 191/8 486 10 9/16 268 2 51 31/2 89 4 1/2 114 41/2 114 22 3/4 578 16 73 22 10 2 50 18 1/4 460 20 508 10 9/16 268 2 51 3 1/2 89 4 1/2 114 41/2 114 251/8 638 16 73 28 127 •i m m • 1 DOCU BF-95 MEN mm r • Page 1 of 2 WILKINS a Zurn company, 1747 Commerce Way, Paso Robles, CA 93446 Phone 805/238-7100 Fax 805/238-5766 i 15 i to tij % 5 tn V) at 0 FLOW CHARACTERISTICS MODEL 950XL 3/4", 1", 1 1/4", 1 1/2" & 2" (STANDARD & METRIC) FLOW RATES (l/s) 1 26 2 52 38 1 1 iiimi) —-y^e: 20 40 60 50 80 15 10 5 0 32 63 95 12 6 T 1/4" (32mm) ^1 1/2" (40mm) 2" (50mm): 2" (50mm): 50 100 150 200 158 ^ 103 g CO 69 g UJ 35 ^ CO CO UJ tn O-250 FLOW RATES (GPM) <> Rated Flow (Established by approval agencies) TYPICAL INSTALLATION Local codes shall govem installation requirements To be installed in accordance with the manufacturer's instructions and the latest edition ofthe Uniform Plumbing Code Unless othenwise specified, the assembly shall be mounted at a minimum of 12" (305mm) and a maximum of 30" (762mm) above adequate drains with sufficient side clearance for testing and maintenance The installation shall be made so that no part of the unit can be submerged Capacity thru Schedule 40 Pipe Pipe size 5 ft/sec 7 5 ft/sec 10 ft/sec 15 ft/sec 1/8" 1 1 2 3 1/4" 2 2 3 5 3/8" 3 4 6 9 1/2 5 7 9 14 3/4" 8 12 17 25 1" 13 20 27 40 1 1/4" 23 35 47 70 1 1/2" 32 48 63 95 2" 52 78 105 167 DIRECTKWJOFFLOW OUTDOOR INSTALLATION DIRECTION OF H.OW INDOOR INSTALLATION SPECIFICATIONS The Double Check Valve Backflow Preventer shall be ASSE® Listed 1015 approved, and supplied with full port ball valves The mam body and access covers shall be bronze (ASTM B 584), the seat nngs and all internal polymers shall be NSF® Listed Noryl™ and the seat disc elastomers shall be silicone The first and second checks shall be acces- sible for maintenance without removing the device from the line. The Double Check Valve Backflow Preventer shall be a WILKINS Model 950XL WILKINS a Zurn company, 1747 Commerce Way, Paso Robles, CA 93446 Phone 805/238-7100 Fax 805/238-5766 IN CANADA ZURN INDUSTRIES LIMITED, 3544 Nashua Dr, Mississauga, Ontario L4V 1L2 Phone 905/405-8272 Fax 905/405-1292 Product Support Help Line 1-877-BACKFLOW (1-877-222-5356) • Website http//www zum com ^ CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Develooment Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This fonn must be completed by the City, the applicant, and the appropnate school districts and returned to the City prior to issuing a building permit The City will not issue any building pemnit without a completed school fee form Project Name Buiiding Permit Plan Check Number Project Address A.P.N. Project Applicant (Owner Name) Project Description; Building Type: Residential. NEW GAUTHIER HOME WITH SECOND DWELLING UNIT CB112410 1225 OAKAV 2Qg-Q2Q-43-Q0 RAY GAUTHIER NEW HOME WITH AN ATTCHEp SECOND DWELLING UNIT MULTI FAMILY NEW DWELLING UNIT(S) 2785 Square Feet of Living Area in New Dwelling Second Dwelling Unit' 593 Square Feet of Living Area in SDU Residential Additions. Net Square Feet New Area Commercial/J ndustrial: City Certification of Applicant Information:. Net Square Feet New Area Date- 1?/??/?ni1 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) Q Vista Unified School District 1234 Arcadia Drive VislaCA 92083 (760-726-2170) Q San Marcos Unified School Distrtct 256 PlO PICO Ave Ste 100 San IVIarcos, CA 92069 (760-290-2610) Contact: Nancy Dolce (By Appt Only) Q Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas. CA 92024 (760-944-4300 X1166) Q San Dieguito Union High School Distnct-By Appointment Only 710 Encinitas Blvd Encinitas. CA 62024 (760-75J^91) Gertificatfon of Applicant/Owners. The person executing this declaration fOwneO certifies under penalty of perjury that (1) the Infonnation provided alxwe is con-ect and toie 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 detennination of units or square footage is found to be incorrert.]&nd tlpt (2) the Owner is the owner/developer of the above descnbed project(8). or that the person executing this ddblaratijln is authorized to sign on behalf ofthe Owner. Signature. Date 1-?-?- B-34 Paget of2 Rev 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by tlie 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 applicabte school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL Qpj^ CARLSBAD, CA 92009 PHONE NUMBER ^, ^ ,i B-34 Page 2 of 2 Rev.03/09 Q'''' I'^'RA OAKS ELEMENTMPY I I A"IARA OAKS MIDDLE SCHOOL BUENA VISTA ELEMENTARY I I CALAVERA HILLS ELEMENTARY I I H;LLS MIDDLE SCHOOL I I CAR/.SBAD H/GH SCHOOL I I CARLSBAD UNIFIED SCHOOL DISTRICT Q BAC/HC f?/M ELEMENTARY I I CARLSBAD VILLAGE ACADEMY fZ] POINSETTIA ELEMENTARY I I HOPE ELEMENTARY Q PRESCHOOL I I JEFFERSON ELEMENTARY Q WALLEV M/DDLE SCHOOL I I KELty ELEMENTARY Q OTHER I I MAGNOLIA ELEMENTARY Receipt No 0 5 u 9 RECEIVED FROM (If Applicable) PARENT OF [)Purity Gc\\\}^' ^tftu-^ht-erpATE 1-^5''^^ zaps' A-ve. PAYMENT FOR ACCOUNT NUMBER AMOUNT RECEIVED BY CASH. .CHECK# TOTAL .1; Ml V; A;$anB{%o (Towki/. CredivJnion •'/A ' Toli-free\877)''sbCCU-4U (732-2848) • sdccu com f i yAKAAt¥fA '*,"'., ""T tT'V'" - For. Security ^ Features Oetalls on Back CB112410 1225 OAKAV ii|njlL OXL, (^fti //i^^ uh)>( i-'^<^ ^^^^ i-^clJM^^ BUILDING \^( Ap^VVi^/^^ PLANNING ^ ENGINEERING (Z^r 1 ( fi4 FIRE Expedite? Y N f AFS Checked by Hl/t'be»v£> HazMat APCD Health • cv Forms/Fees Sent Rec d Encina Fire HazHealthAPCD PE&M School QA~ Sewer Stormwater Special Inspection CFD Y LandUse 1-3^ Due' Y N By Density ImpArea FY Annex Factor PFF Comments Date Date Date Date Building Planning Engineenng Fire Need? II //'?/-// I'(t7/il Done