Loading...
HomeMy WebLinkAbout2020 CASSIA RD; 101; CB141219; Permit06-04-2014 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: Building Inspection Request Line (760) 602-2725 CB141219 Job Acidress: Permit Type: Parcel No: Valuation: Occupancy Group: Project Title: 2020 CASSIA RD CBADSt Tl 2150210200 $21,530.00 101 Sub Type: COMIVI Lot #: 0 Construction Type: NEW Reference # Status: ISSUED Applief): 06/03/2014 SKS 06/04/2014 06/04/2014 3d: Entered By: Plan Approved: Issued: Inspect Area Plan Check CASSIA PROFESSIONAL BLDG-FIRE REPAIRS TO ROOF TRUSSES // REPAIR STUCCO UNDER OVERHANGS // REPLACE BROKEN GLASS IN WINDOWS DUE TO FIRE DAMAGE Applicant: KNITTER CONTRACTING INC STE A3 175 BALBOA ST SAN MARCOS CA 92069-1349 760 749-7448 Owner: AMHERST PROPERTIES INC 2710 LOKER AVE W #100 CARLSBADCA 92010 Building Permit $244.47 Meter Size Add'l Building Permit Fee $0.00 Add'l Reel. Water Con. Fee $0.00 Plan Check $171.13 Meter Fee $0.00 Add'l Building Permit Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $4.52 PFF (3105540) $0.00 Park Fee $0.00 PFF (4305540) $0.00 LFM Fee $0.00 License Tax (3104193) $0.00 Bridge Fee $0.00 License Tax (4304193) $0.00 BTD #2 Fee $0.00 Traffic Impact Fee (3105541) $0.00 BTD #3 Fee $0.00 Traffic Impact Fee (4305541) $0.00 Renewal Fee $0.00 PLUMBING TOTAL $0.00 Add'l Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Other Building Fee $0.00 MECHANICAL TOTAL $0.00 Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00 Meter Size Sewer Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green BIdg Stands (SB1473) Fee $1.00 HMP Fee ?? Fire Expedidted Plan Review $0.00 Green BIdg Standards Plan Chk ?? TOTAL PERMIT FEES $421.12 Total Fees: $421.12 Total Payments To Date: $421.12 Balance Due: $0.00 :7 Inspector: fINAL APPROVAL Date: ^^f?'// Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refen-ed to as "fees/exactions." You have 90 days from the date this pennit 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 infomnation with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project., NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this, or as to which the statute of limitations has oreviouslv othenvise expired. THE FCLIOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: ANNING •ENGINEERING ILDING nFIRE DHEALTH • HAZMATfAPCD y MM, ^ CITY OF CARLSBAD Building Permit Appiication 1635 Faraday Ave., Carlsbad, CA 920P* Ph: 760-602-2719 Fax: 760-602-8556- ' email: building(gcarlsbadca.gov ^ . www.carisbadca.gov ^^"^ Plan Check No. qcst. Value gj^ Plan Ck. posli m2. Date ;K. Pf f m SWPPP JOB ADDRESS 3JECT # riar# I PHASE # SUITE*/SPACE*/UNIT* p-is -o^L -oa -00 CT/PROJECT # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME DESCRIPTION OF WORK: /nc/ude Square Feet of Affected Areafs) j ' |'5<j () V'd^^^^ S-fw-O^ v-vvl.ilesr- CV-C/^ l'vs^^5 CONSTR. TYPE OCC. GROUP EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YESf~|# N0| I AIR CONDITIONING YES [^NOI I FIRE SPRINKLERS YES I 1NO| I APPLICANT NAME (Secondary Contact) ADDRESS ADDRESS CITY STATE CITY STATE ZIP PHONE FAX ^ '760 7S;i S^^/3 PHONE FAX EMAIL PROPERTY OWNER NAME . ^ _ ^ ^ RESS ! / 1 ; ADDRESS , ' J 1 CITY STATE ZIP CONTRACTOR BUS. NAME , ^ _^ kdiffer CO n4Y'<^oA-j:^ Y DRESS ' \J 71 A ADDRESS STATE 4^ /V3 ZIP UIIY PHflMP CITY STATE PHONE 6(9 1/3^/ PHONE FAX ' ™AIL ARCH/DESIGNER NAME & ADDRESS ' /| STATE LIC. # . r r, lyi. EMAIL STATE LIC.# I CLASS 7 j CIW BUS.VUC.# CLASS / CIW BUS.VUC.# SIA 3^1/^3 70 (Sec. 7031.5 Business and Professions Code: Any City or County whicn requires a permit to construct, alter, improve, demolish or repair any structure/prior to Its issuance, also requires the applicantfor such permitto file a signed statement that he is licensed pursuantto the provisions ofthe Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 ofthe 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 permitsubjects the applicant to a civil penalty of not more than five hundred dollars ($500)). i?nsri3 Workers' Compensation Declaration: / heieby affinn under penalty ofpeijury one of the following deciarations: • have and will maintain a certificate of consent to self-Insure for vrorkers' compensation as provided by Section 3700 of the Labor Code, for the perfomiance of the wort for which this permit is issued. • have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the perfomiance of the worl< for which this permit is issued. My mrkers' compensation insurance carrier and policy number are: Insurance Co. f c^hf^^^ X>\S o rC^AML Policy No. ^ " ^ ^ S 3^17- O ^eUation Date JI" I - D-O CS" This section need not be completed if the permit is for one hundred dollars ($100) or less. I I Certificate of Exemption: I certify that in the perfomianceof the work forwhich this permitis issued, I shall not employ any person in any manner so as to become subjectto the Workers' Compensation Laws of Caiifomia. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as provided for lij^^ection 3706 of the Labor code, Interest and attomey's fees. , • AGENT DATE I hereby affimi (haf (am exempf from Confracfor's L/cense Law for fhe foilowing reason: I [ 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the stmcture is not intended or offered (or sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who buiids or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for saie. If, however, the buiiding or improvement is sold within one year of completion, the owner-buiider wiii have the burden of proving that he did not build or improve for the purpose of sale). I I I, as owner of the property, am exclusively contracting with iicensed contractors to construct the project (Sec 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). • I am exempt under Section _ .Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement. I lYes I iNo 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of the work, but I have hired the following person to coordinate, supen/ise and provide the major work (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the foilowing persons to provide the work indicated (include name / address / phone / type of work): /efpROPERTY OWNER SIGNATURE •AGENT DATE _ CTION ron NON-ltESIDENTiAL BUILDINQ Is the applicant or future building occupant required to submit a business pian, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Yes No is the applicant or future building occupant required to obtain a pemiit from the air pollution control district or air quality management district? Yes No Isthefxility to be constructed within 1,000 feet of fhe outer boundary of a school site? Yes No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a constmction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address APPIICANT C E i t» r ICATION I certify that I have read the applteatkin and state thatthe above information Is conect and thatthe Infonnatkin on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building constniction. I hereby authorize representative of the City of Carisbad to enter upon the above mentioned property for inspectton purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CfTY 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 pennit is required fbr excavations over 5'0' deep and demolitbn or constmction of structures over 3 stories in height. EXPIRATION: Every pemiit issued by the Building Ofiicial under the provisions of this Code shall expire by limitatton and become null and void if the building ormk authorized by such pernilt is not commenced within 180 days from the date of such pemit or if the building or work authoiized by such pemiit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Sectton 106.4.4 Unifomn Buitoing Code). STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. cial Prose Fax (760) 602-8560, Email buildinatacarlsbadca.aov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carisbad, Califomia 92008. C0#: (Omce Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS STATE ZIP CITY STATE Carlsbad CA ZIP PHONE FAX EIVIAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAILTO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) MAIL / FAX TO OTHER: ASSOCiATED CB#-. NO CHANGE IN USE / NO CONSTRUCTION CHANGE OF USE / NO CONSTRUCTION ^APPLICANT'S SIGNA DATE Inspection List Permit*: CB141219 Type: Tl Date Inspection Item 09/05/2014 19 Final Structural 09/05/2014 19 Final Structural 06/20/2014 15 Roof/Reroof COMM CASSIA PROFESSIONAL BLDG-FIRE REPAIRS TO ROOF TRUSSES // REPAIR S Inspector Act Comments Rl PB AP PY AP Monday, September 08, 2014 Page 1 of 1 i •f/r' iii m " I 1 YJ { \ ^\ p. / / At-? • TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124"'AVENUE VANCOUVER, WA 98684 Timber Protiucts Inspection (TP) and General Testing and Inspection (GTI) are code recognizeci by the International Conference of Building Officials (ICBO E.S.) which as of January 1, 2003 became the International Accre(Jitation Service, Inc, (IAS) with the new assigned number of AA-664. This is to verify that: ALOHA LUMBER AND TRUSS, INC. RAMONA, CA TP #7112 I.s currently an active member in good standing in the TP Third Party Truss Auditing Program and has been since JULY, 2005 Brian llensley Tl usb Maiuigor WostcM n Division October 29, 2010 DECEIVE! JUN 03 2014 CITY OF CAR! SB i m 'SI m 0 YY TIMBER t'UODUCTS IMSf'ECTION October 29, 2010 To Whom It May Concern; This is to verify that Aloha Lumber and Truss Inc of Ramona, CA is a subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Aloha Lumber and Truss Inc in Ramona, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Aloha Lumber and Truss Inc personnel are authorized to apply the GTI Quality Mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/G1 please contact Janet Rustad (360) 449-3840 ext. 10. program, Sincerely, TIMBER PRODUCTS INSPECTION Bnan Hensley Truss Manager - Western Division /jr Xc; I-ile IO;. .Sf: iP4lii AvoiUJo Vancouver, Wasiiington 9!U584 360/44<)-3B4() . I AX: 3(>0/449 3053 RO, Box 919 . I!)41 Sigiiian fioaci Conytsrs, Georgia 30012 770/922-0000 . PAX: 770/982-1^90 MiTek USA, Inc. / CompuTrus Software Warnings & Generai Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility ofthe erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greaterthan design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility ofthe building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so tfieir center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTel<). £^ ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1988 Reissued December 1, 2010 Tills report is subject to re-examination in two years. www.icc-es.orq j (800)423-6587 j (562) 699-0543 A Subsidiary of the International Code Councir DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mll.com EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HS™, M18SHS™, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: • 2009 International Building Code® {2009 IBC) • 2009 International Residential Code® {2009 IRC) • 2006 International Building Code® (2006 IBC) • 2006 International Residential Code® (2006 IRC) • 1997 Uniform Building Code™ (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood-frame trusses. 3.0 DESCRIPTION 3.1 MiTek® TL18 and MT18: Models TLI8 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0456 inch (1.16 mm). The plates have teeth ^ inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm^) of surface area. Plates are available in V2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.2 MiTek* MT18HS™: Model MT18HS™ metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, high-strength, low-alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0456 inch (1.16 mm). The plate has teeth ^/s inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm^) of surface area. Plates are available in V2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® M18SHS™: Model M18SHS™ metal truss connector plates are manufactured from minimum No. 18 gage [0.0466-inch (1.18 mm) total thickness], hot-dipped galvanized steel that meets the requirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have ^/s-inch-long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm^) of surface area. Plates are available in V2-inch-width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek® TL20 and MT20™: Models TL20 and MT20™ metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0346 inch (0.88 mm). The plates have teeth '/s inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are K'('-i:S l.valualHin Reporl.s are nol to he construed m repre.senn/if^ aesttietic. or any other attributes not specifically addre as an ettdorsetnent of the siib/ecl of the report or a recotninendalton for its use. There is no warranty hy 1( X ' l^valuution Service. to any finding or other matter in thts report, or as to any product covered hy the report. Copyright©2011 'd. nor are they to he construed '^^^ or implied, us S&%n c-xpres! Page 1 of 3 ESR-1988 I Most Widely Accepted and Trusted Page 2 of 3 staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines ofthe slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm^) of surface area. Plates are available in V2-inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant- treated lumber or preservative-treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20™ plate is embossed "MT20"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1988). TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC-PLATEN EMBEDMENr (Ib/inVPLATE) LUMBER SPECIES SG AA EA AE EE TL18, MT18, MT18HS™, IV118SHS™, TL20 and MT20"" Douglas fir-larch 0.49 248 203 170 171 Hem-fir 0.43 188 159 133 141 Spruce-pine-fir 0.42 206 162 125 122 Southern pine 0.55 244 192 171 178 ForSl: 1lb/in' = 6.9 kPa. NOTES: 'looth-holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. ^All truss plates are pressed into the wood forthe full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial-embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. ESR-1988 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES^ PROPERTY FORCE DIRECTION TL18 AND IVIT18 MT18HS™ M18SHS™ TL20 AND IVIT20™ PROPERTY FORCE DIRECTION Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension values in accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the joint)^ Tension @ 0° 0.5 1149 0.48 1596 0.52 2247 0.49 857 Tension @ 90° 0.52 1208 0.5 1671 0.53 2292 0.49 854 Tension values in accordance with TPI-1 with a deviation [see Section 5.4.9 (e) 1] (Maximum Net Section Occurs over the joint^) Tension @ 0° 0.59 1349 0.59 1975 0.6 2586 0.59 1035 Tension @ 90° 0.53 1214 0.51 1727 0.54 2341 0.49 861 Shear Values Shear® 0° 0.56 874 0.55 1099 0.53 1363 0.51 604 Shear @ 30° 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear @ 60° 0.83 1283 0.74 1492 0.7 1805 0.82 970 Shear @ 90° 0.49 757 0.52 1052 0.39 1012 0.58 686 Shear @ 120° 0.39 608 0.4 802 0.41 1073 0.42 498 Shear @ 150° 0.45 702 0.37 745 0.33 868 0.5 592 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSI/TPI 1. ^Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. ^Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. 0 125" 0,250" 0,125" 3,2 mm 6 4 mm 3,2 mm a M I 0 375" S 5 mm aDDOQCflaDDQi OUDOODODDD! ODQDQDDQOOQ oDoaoDoQDDaa OOQQoODDoQaD flODaoDaQcDoO :::7 mum MT18, TL18, MT18HS, M18SHS, MT20, TL20 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (Inches) (1 inch = 25.4 mm) ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1311 Reissued June 1, 2011 Ttiis report is subject to renewal in two years. www.icc-es.org | (800)423-6587 | (562)699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M- 20, MII 20, M-20 HS, Mil 20 HS, and MT20HS™ 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 International Building Code® (IBC) • 2006 International Residential Code® (IRC) • 1997 Uniform Building Code™ (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base- metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis ofthe plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in lV4-inch (31.7 mm) multiples. See Figure 1 ofthis report for details. 3.2 MITek" M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1- inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face ofthe parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 ofthis report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS™: Models M-20 HS, Mil 20 HS, and MT20HS™ metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 Grade 60, high-strength, low-alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base-metal thickness of 0.0346 inch (0.88 mm). Repeating ^-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face ofthe parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses /('('-A.S' Evaluation Reports are not to he constmed as representing aesthetics or any other attributes not specifically addres.sed. nor are they to be construed ^^K5 av an endorsement of the suhject ofthe report or a recommendation for its me. f'here ts no warranty hy 1( Y ' l:valualton Sen'ice, l.L('. express or implied, as S^'^ to any findinfi or other malter in this report, or as to any product covered by the report. , ,, Copyright ©2011 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates has not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements ofthe applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant- treated lumber or preservative-treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Phoenix, Ahzona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-2002. 6.2 Manufacturer's deschptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industhes name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC-PLATEN EMBEDMENT' (Ib/in^/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII16 Douglas fir-larch 0.5 176 121 137 126 Hem-fIr 0.43 119 64 102 98 Spruce-pine-fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir-larch 0.5 220 195 180 190 Hem-fir 0.43 185 148 129 145 Spruce-pine-fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir-larch 0.5 165 146 135 143 Hem-fir 0.43 139 111 97 109 Spruce-pine-fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/in^ = 6 9kPa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ^AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load 'AN truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. TABLE 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES^ PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS PROPERTY FORCE DIRECTION Efficiency Pounds/ inch/Pair of Connector Plates Efficiency Pounds/ Inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)^ Tension @ 0' 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e) 1] Maximum Net Section Occurs over the Joint' Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 90° 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear® 90° 0.55 1055 0.55 645 0.45 792 Shear® 120° 0.48 914 0.42 490 0.34 608 Shear® 150° 0.35 672 0.46 544 0.3 537 ForSl: 1 lb/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage; or 0.0575 inch (1.461 mm) for 16 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, for both sides in accordance with Section 4.3.6 of ANSI/TPI, ^Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 'Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0 33C° Q letr n 0 a 7" 10 8' i^Yn M-16, Mine 0 250' c i:& 3 ? rfim 5 4 mm 3 2 mm ' 7 M"20, Ml 120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0 12S' 0 250' 0 5D0" :3 2 mm 6 .1 mm ! 2 7 n-:m 11 \ a nLii iO 0 ij ^ 0 0 L WOTH 0 36S" M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in Inches) (Continued) WEB BRACING RECOMMENDATIONS MiTek USA, Inc. BRACE ^ BAY SIZE MAXIMUM TRUSS WEB FORCE: (lbs.)(See note 7) 24"O.C. BRACING MATERIAL TYPE A 1 B c D 10'-0" 1610 1 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'-0-894 1048 i 1048 1572 20'-0-805 943 943 1414 48"O.C. BRACING MATERIA! TYPE ABC 3143 2358 1886 3143 2358 1886 ST-WEBBRACE MiTek USA, Inc. Page 1 of 1 4715 3536 Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS 1 X 4 IND. 45 SYP -OR- 1 X 4 #2 SRB (DF, HF, SPF) B , 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) D ' 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) GENERAL t. DIAGONAL BRACMG IS REQUIRED TO TRANSFER THE ROOF ANDA3R CEIUNG DIAPHRAGM. THE DIAPHRAGM IS TO PROFESSIONAL. 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER AT APPROX. 4S DEGREES AND SHALL BE NAILED AT EACH (0.13r)(2.5-) FOR 1x4 BRACES, 2.10d (0,13r«3-) FOR 2x3 and 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH l-OI (0.1: 2.10d (0.131-X3-) NAILS FOR 2x3 and 2x4 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD FOR CONTINUnV. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN ANO DSB.89 TEMPORARY BRACING OF METAL PLATE GUIDE TO GOOD PHACTICe FOR HANDLING, INSTALLING & WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS www.sbcindustry.com and www.lpinstorg 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB 8. TABULATED VALUES ARE BASED ON A DOL. = 1.15 NOTES CUMUUTIVE LATERAL BRACE FORCE INTO THE DESIGNED BY A QUALIFIED 2829 72" O.C. BRACING MATERIAL TYPE C 1 D 4715 3143 7074 4715 CAf IRVING GRADE THAT END 111-) AND 3 2% OF THE WEB FORCE OR BETTER. AS THE LATERAL BRACE rr INTERSECTS WEB MEMBERS AND EACH INTERMEDIATE TRUSS wrrH 2-8d 2x4 BRACES. AND S lOd (0.13rx3'') FOR 2x6 BRACES. X2.5-) NAILS FOR 1x4 LATERAL BRACES. " 3-10d 10.131 •x3") FOR 2x6 LATERAL BRACES. dVERLAP AT LEAST ONE TRUSS SPACE INSrALLATION CONNECTED OF BRACNG, CONSULT WOOD TRUSSES AND BCS11 BRACING OF METAL PLATE CONNECTED CDUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. MUMBER FORCE. FOR STABILIZERS: FOR A SPACING OF 24- O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SVSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACINO FOR STABILIZERS ARE TO BE PROVIDED AT BAV SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE CONTINUOUS LATERAl. RESTRAINT 2-10d NAILS (SEE NOTE 4) TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. JANUARY 1,2009 YYJ. (R) L-BRACE DETAIL ST - L-BRACE MiTek USA, Inc. Page 1 of 1 MiTek USA, Inc. Nailing Pattern L-Brace size 1x4 or 6 2x4, 6, or 8 Nail Size 10d 16d Nail Spacing 8" o.c. 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nails Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. SPACING WEB L-Brace must be same species grade (or better) as web member. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 2x3 or 2x4 2x6 2x8 1 1x4 U6 2x8 • DIRECT SUBSTrrUTION NOT APLICABLE. L-Brace Size for Two-Ply Truss Web Size 2x3 or 2x4 Specified Continuous Rows of Lateral Bracing 1 j 2 2x4 i *" 2x6 2x6 j 2x8 I 2x8 ••• DIRECT SUBSTITUTION NOT APLICABLE. JANUARY 1,2009 SCAB-BRACE DETAIL ST - SCAB-BRACE MiTek USA, Inc. Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +1- 6". MiTek USA, Inc. Page 1 of 1 " THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "* REQUIRED AT 1/3 POINTS OR l-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. SCAB BRACE MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Section Detail — Scab-Brace Web Scab-Brace must be same species grade (or better) as web member. August 10, 2010 \\/Y-Y; MITek Industries, Inc. T-Brace size 2x4 or 2x6 or 2x8 T-BRACE / l-BRACE DETAIL WITH 2X BRACE ONLY ^ ST - T-BRACE 2 i MITek Industries, Chesterfield, MO ^396 1 0^ 1 i Note: T-Bracing / l-Bracing to be used when continuous lateral bracing i is impractical. T-Brace / l-Brace must cover 90% of web length. | ^ Note: This detail NOT to be used to convert T-Brace / l-Brace webs to continuous lateral braced webs. Nailing Pattern Nail Size j Nail Spacing 10d 6" o.c. Note: Nail along entire length of T-Brace / l-Brace (On Two-Ply's Nail to Both Plies) Nails WEB Nails SPACING l-Brace Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 l-Brace 2x6 2x6 T-Brace 2x6 l-Brace 2x8 2x8 T-Brace 2x8 l-Brace Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 1 2 j 2x3 or 2x4 2x4 T-Brace 2x4 l-Brace ! 2x6 2x6 T-Brace 2x6 l-Brace 2x8 2x8 T-Brace 2x8 l-Brace T-Brace / l-Brace must be same species and grade (or better) as web member. Nails JULY 11, 2011 LATERAL TOE-NAIL DETAIL ST-TOENAIL CR) MiTek USA, Inc. Page 1 of 1 MiTek USA, Inc. NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) DIAM. SYP DF HF SPF ! SPF-S o .131 88.1 80.6 69.9 68,4 59.7 z o .135 93.5 85.6 74.2 72.6 63.4 ..5"L .162 118.3 . 108.3 93.9 91.9 80.2 O z .128 84.1 ,.__.76.9 ,: 66.7._ 65.3 57.0 O _i .131 _ 88.1 80.6 \ 69.9 68.4 59.7 cn eg .148 106.6 97.6 84.7 ' 82.8 72.3 CO G .120 73-9 1 ,67,6, _] .,-58.7..,. 1 57.4 50.1 "Z O .128 84.1 i __76,?._ 66.7 65.3 57.0 _i o .^3^ 88.1 i 80.6 69.9 1 68.4 59.7 m 1 ...Y_ 106.6 ] 97.6 1 84.7 82.8 1 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 18d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SQUARE CUT SIDE VIEW (2x4) 3 NAILS SIDE VIEW (2x3) 2 NAILS VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS 1 NEARSIDE 1 NEARSIDE SIDE VIEW (2x4) 3 NAILS H NEARSIDE iY ;/\ H NEARSIDE H NEARSIDE SIDE VIEW (2x6) 4 NAILS H NEARSIDE 1 NEARSIDE i NEARSIDE ^ NEARSIDE JANUARY 1, 2009 LATERAL TOE-NAIL DETAIL 3 /r MITek USA, Inc. NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITlH AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO FOR MEMBERS OF DIFFERENT SPECIES. THE MEMBER THROUGH AND SHALL BE SUCH SPECIES TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) 1 o ' z : I 2: I U5 j o z DIAM. SYP [ 88.0 1 80,6 1 HF SPF j SPF-S .131 SYP [ 88.0 1 80,6 1 69.9 68.4 i 59.7 .135 93.5 85.6 1 74.2 72.6 63.4 .162 108.8 1 99.6 i 86.4 84.5 73.8 THIS DETAIL THREE END VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ST-TOENAIL SP MiTek USA, Inc. Page 1 of 1 APPLICABLE DETAILS TOTHE SHOWN BELOW 1:74,2..:: S. 67.9 58.9 57.6 ; 50.3 .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 J _ 74.5__ 64.6 63.2 [ 52.5 — SIDE VIEW (2x3, 2x4) 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity SIDE VIEW (2x6) 3 NAILS i NEARSIDE i NEARSIDE i NEARSIDE \ ANGLE MAY \ VARY FROM \30°TO 60° 45.00° ANGLE MAY VARY FROM , 30°TO 60° 45.00° 45.00° JANUARY 1,2009 SCAB APPLIED OVERHANGS ST-REP13A MITek USA, Inc. ® TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12-12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION MITek USA, Inc. Page 1 Of 1 NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x SCAB (L) I (2.0 xL) 24" MAX 24" MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES OCTOBER 1,2006 REPLACE BROKEN OVERHANG ST-REP13B MiTek USA, Inc. Page 1 Of 1 MiTek USA, Inc. TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12-12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF. HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED (L) I (2.0 XL) 24" MIN ' 24" MAX IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. I REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES FEBRUARY 14, 2012! CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEY1 MiTek USA, Inc. RIDGE BOARD { SEE NOTE #6 ) GABLE END, COMMON TRUSS OR GIRDER TRUSS L.Y/I..Y.._.± MiTek USA, Inc. VALLEY PLATE ( SEE NOTE #4 ) VALLEY RAFTERS (SEE NOTE #2) J. _YY.-..-.- PLAN DRAWING POST ( SEE NOTE #8 ) TRUSS TYPICAL (24" O.C. ) GABLE END, COMMON TRUSS OR GIRDER TRUSS PLAN SECTION TRUSS MUST BE SHEATHED GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (C.) COMMON TRUSS TO THE ROOF SHEATHING. 4. INSTALL 2x4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2 ) 16d (3.5" X .131") NAILS. 5. SET 2 X 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48- O.C. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4 ) lOd (3' X .13r)NAlLS. FASTEN POST TO ROOF SHEATHING WITH ( 3 ) lOd (3" X .131")T0E-NA1LS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3 ) 16cl (3.5" X .131") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3 ) 16d (3.5" X .131") TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS ) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PUN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) lOd (3" X .131") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2 ) 16d (3.5" X .131") NAILS. 8. POSTS SHALL BE 2 X 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2 ) PLY 2 X 4's FASTENED TOGETHER WITH 2 ROWS OF lOd NAILS 6" O.C. NOTE: 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, AgCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10 115MPH (MWFRS) DETAIL FOR COMMON AND END JACKS Ml I/SAC - 8 -20PSF 8/31/2005 PAGE1 MAX LOADING (psf) ®TCLL 20.0 TCDL 16.0 BCLL 0.0 BCDL J_0.0 SPACING Plates Increase Lumber Increase Rep Stress Incr 2-0-0 1.15 1.15 YES BRACING TOPCHORD Sheathed. BOT CHORD Rigid ceiling directly applied. MiTek Industries, Inc. Western Division MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.l BOT CHORD 2X4 SPF, HF, DF-L No.2 LpNGTH OF EXTENSION AS DESIGN REQ'D 20'-C" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS ^ ^0:0 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162-DIA. X 3.5") LOT TOE NAILS SUPPORTS SHALL BE PROVIDED ® 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (0.162"D1A. X 3.5" LGT) TOE NAILS EXT. 2-0-0 2-0-0 »- EXT. EXT. ! 2-0-0 ..2,0-0 J-« - EXT. 2-0-0 -1 I / CONN. W/3 16d COMMON WIRE (0.162"D1A. X 3.5" LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. CONN, W/2 16d COMMON WlRE(0.162"DtA. X 3.5") LGT TOE NAILS OR SEE DETAIL Mll/SAC-7 FOR PRESSUREBLOCKING INFOj NOTE: NAIUNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. WAJRMIKCi • Varify paranrntent an<i HBAX) NOTES ON XmS ANO mCLimSO MITBK KKrRKStfCS: PAGE M1h7*t7;i BKFOfiJK U&ii. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building componentj. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing snown is for lateral support of individual web mennbers only. Addifional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generat guidance regarding ! fak>rication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 QudMy Crtteria, DSB-89 and BCSI1 Budding Component | Safety Informdtton available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 537)9. 7777 Greenback Lane Suite 109 , Citrus Heights, CA, 9S»t CarnpLilrus. Inc. TRUSSES SPACED REQUIRED Custom Software Engineering Manufacturing in DOUBLE TOP PLATE -lh- "T~n—\—7^ 3-16cl NAILS THROUGH SPACER BLOCK INTO TOP PLATE n NAIL TRUSS TO SPACER BLOCK _j WITH 2-16d N/MLS .J ''T'PARALLEL ONE SIDE, Tn" TOENAIL TRUSS TO TOP PLATE WITH 2-16d NAILS OPPOSITE SIDE. STUDS SPACED AS REQUIRED T~T"r".7- -H- 2-16d NAILS INTO EAVE BLOCK TOENAIL 2-16d NAILS INTO EAVE BLOCK SECTION A-A ALTERNATE EXTERIOR W/\LL EAVE BLOCK WITH 2-16d NAJLS PARALLEL ONE END, 2.16d NAILS TOENAILED OPPOSITE END. SPACER BLOCK WITH 3-16d NAILS INTO TOP PLATES FILENO: BLOCKING DETAILS DATE: 07/23/08 REF: 25,15-1 DES: SC BC 2009/CBC 2010 SEQ: S151507 CampLiTrus. Inc. FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. EXTENDED END JACK SETBACK FROM END WALL AS SPECIFIED GN ENGINEERING FILE NO: CALIF HIP DETAIL DATE: 07/23/08 REF: 25,15-1 DES: SC IBC 2009 /CBC 2010 SEQ: S151508 t COMMON TRUSS - COMMON TRUSS SETBACK FROM END WALL AS SPECIFIED ON ENGINEERING^ 7\ HIP GIRDER TRUSS n EXTENDED END END JACK BOTTOM CHORDS HIP TRUSS See Englneereingfor Details B -4- EXTENDED TOP CHORD SECTION I HIP RAFTER 2x4 Vertical at '4-0" o.c. typical 2x4 tATERAL BRACING AS SPECIFIEDON ENGINEERING SECTION A-A CampLjTrus. Inc. Custom Software Engineering Manufacturing NON-BE/^RING PARTITION PERPENDICULAR TO TRUSS BOTTOM CHORD Y SECTION A-A k TRUSS CLIP OR' -EQUAL WITH 1-16d NAIL OR EQUAL. HY 2x4 BLOCK-ATTACHED WITH 2-16d NAILS AT EACH END ^ -X 2x4 BLOCK SPACED 24" o.c. TYPICAL m TRUSS BOTTOM CHORD SECTION B-B -HJ- NON-BEARING PARTITION PARALLEL TO TRUSSES 1 l> <3 1^ <3 \^ SECTION C-C SPACER BLOCK TRUSSES SPACED AS FILE NO: CONNECTION DETAILS DATE: 01/20/08 REF: 25-15-1 DES: SC IBC 2009 /CBC 2010 SEQ: S151506 (T) NAIL TRUSS TO BLOCK (?) SET NEXT TRUSS AND TOE NAIL TO PLATE -Y ® 1 ) NAIL SPACER BLOCK TO TRUSS 4 ) BACK NAJL /if TER ALL \ TRUSSES ARE ERECTEDX 3-16d TYPICAL CampLiTrus. Inc. Custom Software Engineering li/lanufacturing +lnstall 2X4 bracing at flat top ctiord areas at 2-0" o.c. unless ottierwise noted M-1x3 AT VERTICALS. UON. TYPICAL HIP OVERFRAMING DETAIL Hip #5 #1 #2 #3 #4 #5 M-1x3 AT VERTICALS. UON. Hip #3 Hip #4 FILENO: HIP OVERFRAMING DETAIL DATE: 07/01/09 REF: 25,15-1 IBC 2009/CBC 2010 SEQ: 5482635 Hip #2 For Truss Details nol shown see appropriate CompuTrus design. Note: Flat over framing matenal to be equal or better in size and grade of flat portion of structural member. CampuTrus. Inc. Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf 3-10d Pressure block with 4-16d nails 2'-0" oc typical 3-1 Od 3-1 Dd 4- Pressure block with 4-16d nails Bottom chord of Hip No. 1 truss Hip No. 1_ truss 3-1 Od SIDE VIEW end jack 3-1 Od pressure block NOTE: Attach 2x4 Doug Fir pressure block to bottom ctiord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-1 Od nails at each end ofthe pressure btock. FILENO: PRESSUREBLOCKING DATE: 01/20/08 REF: 15,25-1 IBC 2009/CBC 2010 SEQ: S5480564 CampuTrus, Inc. Custom Software Engineering Manufacturing ALTERNATE FRAIVIING DETAIL AROUND 30" ACCESS TYPICAL ROOF TRUSS LAYOUT I 24- I 24" I 24 I 24 24" 1 24" I 24' I I NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 , REF: 25-1 IBC 2009/CBC 2010 SEQ: S5480563 X -single member common (net 24" o.c.) Section A-A Ladder Frame Between trusses with 2x4 at 48" o.c. Section A-A (bottom view) CampuTrus, Inc. Custom Software Engineering Manufacturing FILE NO: HIP FRAMING DETAIL DATE: 07/23/08 REF: 25, 15-1 IBC 2009/CBC 2010 SEQ: 5482636 A) 2x4 Post attached to each truss panel point and over head purlin with 2-16d nails. B) 2x4 No.l Hem-Fir or No.2 Doug. Fir purlin at 4'0" o.c. C) 2x4 No.l Hem-Fir or No.2 Doug. Fir stiffener attach to post with 3- 16d nails. D) Hip Truss No.1 setback from end wallas noted on truss design. E) Extended end jack top chord (typical). F) Common truss. G) Hip Corner Rafter. H) 2x4 Continuous lateral bracing. J) Extended bottom chord. I Setback Section X Hip Truss at 24" o.c.(Typical) CampuTrus, Inc. Custom Software Engineering Manufacturing TYPICAL TRUSS TO TRUSS HANGER DETAIL NOTES: SECTION DETAIL 1. Ttie hanger(s) specified on the CompuTrus truss design is fora truss to truss connection and for the design vertical loads only. 2. See hanger manufacturers catalog for proper attachment and installation requirements. 3. See CompuTms truss design for proper attachment of multiple girder members in order to transfer uniform and concentrated loads equally to all members. Girder Truss (1 to 4 Members) 71 ^Hanger FILE NO: Standard Hanger Detail DATE: 09/15/2008 DES: JCP See appropriate CompuTrus truss designs for details not shown. CampuTrus. Inc. Custom Software Engineering Manufacturing Plate Pitch ® ® © 2.82-3.00 M-3x8 M-3x5 M-3X8 3.00-4.50 M-3x8 M-3x5 M-3x8 4.50-6.00 M-3X6 M-3x5 M-3X8 Extensions must be supported every 4-0-0 max. Extensions may be plated as shown for additional length. Use M-3x8 plate for 2x4 lumber. M-5x8 for 2x6. Deflection Criteria: Live Load = L/240 Dead Load = L/180 Varies with pitch 0 - Do not overcut ripped chords. § - Shim all supports solid to bearing Block ® Plate (D 2x4 M-3x6 2x6 M-3x8 2x8 M-3X10 2x10 M-3X12 Refer to Max Setbacl< Raised Heel 2x4, 2x6,2x8,2x10 block FL grade R = 347# max. W = 1.5" min. -4-over 2 supports -> R = 694#max. W = 1.5" min. Lumber Grades TC LUDL Max Setback TC LL/DL Max Setback SPF1650F(1.5E) 20/7 = 27# *8-8-0 2014 = 34# •8-0-0 SPF2100F(1.8E) 20/7 = 27# •8-10-0 20/14 = 34# •8^-0 • Note: Max Setback is from inside of bearings. FILE NO: Hip Rafter-2x6(1.25) DATE: 07/01/09 SEQ: 2787668 IBC 2009/CBC 2010 Note: Conventional framing is not ttie responsibility of ttie truss designer, plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional engineer regarding conventional framing. CampLiTrus. Inc. Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS: 2x4 DF #1&BTR -OR- 2x4 MSR 1800F 11-3-12 CORNER RAFTER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE = 1.25-f Top Chord LL (20 PSF) + DL (14 PSF) = 34 PSF Alt. End Detail 2-08-14 FILE NO: Hip Rafter-2x4/2x4 DATE: 07/01/09 SEQ: 2787669 IBC 2009/CBC 2010 M-3x8 M-2.5x6 2.83-4.94 M-2.5x6 11-03-12 M-Sx8 Provide support CampuTrus. Inc. Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS: 2x4 DF #1&BTR -OR- 2x4 MSR 1800F 11-3-12 CORNER RAFTER SETBACK 8-0-0 FROM END WALL LOAD DURATION INCREASE = 1.15-1^ Top Chord LL (25 PSF) + DL (7 PSF) = 32 PSF Alt. End Detail M-3X12 M-3x8 2-08-14 FILE NO: Hip Rafter-2x4/2x4 DATE: 07/08/11 SEQ: 2787669 IBC 2009/CBC 2010 M-3x8 2.83-4.94 11-03-12 M-5x8 Provide support CB141219 2020 CASSIA RD 101 Final Inspection required by: • Plan • CM&I • Fire • SW aissuEO QCV. Approved Oate By BUILDING ^i/^^/ZL/ PLANNING ENGINEERING FIRE Expedite? Y N -— DIGfTAL FILES Required? Y N HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina Y N Fire Y N HazHealthAPCD Y N PE&M Y N School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD: Y N LandUse: Density: ImpArea: FY: Annex: Fattor: PFF: Y N Comments Date Date Date Date Building Planning Engineering Fire Need? , V^^Tt3-<^'S^A><S^TCf\r''"^ST"''^^ ^ ^ Done J^cA <UxJ^ AlJvL^ a Done • Done