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11-0920 (AR)
P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA,.CALIFORNIA 92253 IIIIIIIIIIIIIIIIIIIIIIIII 48 IE Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: • Applicant: -11=00000920 54420 AVENIDA ALVARADO 774 -241 -028 - ADDITION - RESIDENTIAL COVE RESIDENTIAL 21322 /5/ cetty/44 athital Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: LUCERO REYES 54420 AVENIDA LA QUINTA, CA Contractor: Owner VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 11/18/11 UCENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with ' Section 7000) of. Division 3 of the Business and Professionals Code, and my License'is in full force and effect. License Class: License No.: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars (S500).: ( 1 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( 1 I am exempt under Sec. , 6.&P.C. for this reason -Date:"//---17--I/ Owner: CONSTRUCTION LENDING AGENCY 1 hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERMIT WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number 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, and agree that, if I should become subject to the workers' compensation isions of Section 3700 of the Labor Code, I /fo shall forthwith_comply ,with those provisions./ Date: if -'41--1/ Applicant: IJ'P i v) IA.1�be1A-ii 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 (8100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPUCANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply w' all city and county ordinances and state laws relating to building construction, and hereby authorize representativ s of this county to enter upon the above-mentioned property for inspection purposes. Date: ((4- /' Signature (Applicant or Agent): "P'1!i' L N 0Ai'er+0 Application Number 11-00000920 Structure Information Construction Type TYPE V, UNPROTECTED Occupancy Type DWELLG/LODGING/CONG <=10 Other struct info CODE EDITION # BEDROOMS FLOOD ZONE PATIO SQ FTG 1ST FLOOR SQUARE FOOTAGE 2010 no 1.00 300.00 303'.00 Permit Additional desc Permit Fee . . Issue Date . . Expiration Date BUILDING PERMIT 225.00 5/16/12 Qty Unit Charge Per Plan Check Fee . . 146.25 Valuation . . . . 21322 BASE FEE 20.00 9.0000 THOU BLDG 2,001-25,000 Extension 45.00 180.00 Permit ELECT - ADD/ALT/REM Additional desc Permit Fee . . 31.61 Plan Check Fee Issue Date . . Valuation . . Expiration Date 5/16/12 Qty Unit Charge Per 303.00 300.00 .0350 .0200 BASE FEE ELEC NEW RES - 1 OR 2 FAMILY ELEC GARAGE OR NON-RESIDENTIAL 7.90 0 Extension 15.00 10.61 6.00 Permit MECHANICAL Additional desc . Permit Fee . . . 39.50 Plan Check Fee . . 9.88 Issue Date . . . Valuation . . . . 0 Expiration Date . . 5/16/12 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 1.00 6.5000 EA MECH VENT FAN 6.50 Permit PLUMBING LQPERMIT Application Number 11-00000920 Permit Additional desc Permit Fee . . Issue Date . . Expiration Date PLUMBING 43.50 5/16/12 Qty Unit Charge Per 3.00 1.00 1.00 6.0000 EA 7.5000 EA 3.0000 EA Plan Check Fee . . Valuation . . . . BASE FEE PLB FIXTURE PLB WATER HEATER/VENT PLB WATER INST/ALT/REP 10.88 0 Extension 15.00 18.00 7.50 3.00 Special Notes and Comments 303 SF BEDROOM & BATH GUESTHOUSE ADDITION. 300 SF COVERED PATIO ADDITION. 2010 CODES. Other Fees BLDG STDS ADMIN (SB1473) 1.00 ENERGY REVIEW FEE 14.63 STRONG MOTION (SMI) - RES 2.13 Fee summary Charged Paid Credited Due Permit Fee Total Plan Check Total Other Fee Total Grand Total LQPERMIT 339.61 174.91 17.76 532.28 .00 .00 .00 .00 .00 .00 .00 .00 339.61 174.91 17.76 532.28 INN 49 IE V,,, "it(', City of La Quinta • Building 8t Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 ' Building Permit Application and Tracking Sheet Permit # \, A Project Address: 54 ,4 z, Ab€N t tea, 7ktNA(A w Owner's Name:. L ra�y S �GCn 0 A. P. Number: 71(4. 2 4 (. O 'Z$ 1 Address: 54 42o A VaN t Qq A{..Vss ftlA o O Legal Description: Lxo'C 17 _ City, ST, Zip: (A Qu ttQl A-Gei 3 Contractor: {q?XS Telephone:'7G,Olv5/ x<;oFri:i3 s Address: Project Description: 910 pos Ep 2 gee a s , City, ST, Zip: 16ATil A cove e0 fen.c.t} P'.001Ttor.l Telephone: is ...,,», ..,.:. >w;>;v :::: �>:<;?�::,.tr. x,4 1: 4906 Li\H State Lic. # : City Lic. #.: 2(s?ATI o Arch., Engr., Designer: CAD° iso s f . c - Address: 3t4z- C.At�.E '� 227/ (o-7 "". _":":11---t----- --- :• r %0- 4/85- - 77' / Construction Type: Occupancy: City, ST, Zip: T ou SAKA 9.4\M hone: 1{o O Z1Z$ (�j �,r:' a: ;nf"` ::Tele > i. i w� `: ; ;v State Lic. #: Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: Sq. Ft: # Stories: 4 1 # Units: 1 'V (‘- Telephone # of Contact Person: Estimated Value of Project: ja (000 APPLICANT: DO NOT WRITE BELOW THIS UNE Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets 3 Plan Check submitted 8425 Item Amount Structural Calcs. Reviewed, ready for corrections R 11 Plan Check Deposit Truss Cates. a, Called Contact Person Plan Check Balance Title 24 Calcs. #4,0.. Pians picked up AO Construction Flood plain plan Plans resubmitted !%4 Mechanical Grading plan 2"' Review, ready for correction s/Js3ue J Called Contact Person 11 7 Electrical Piumbiag Subcontactor List ✓ Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ' Review, ready for correctionsrissae Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees AUG 25 2011 BY: X/. /4.4441. 1IIIIIIIIIIIIEIIII11111IIII 50 ) Date 11/18/11 No: 31149 Owner Lucero Reyes Address 54-420 Avenida Alvarado City La Quinta Zip 92253 Tract # Type Residential Addition CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 VIS 0 ' BERMUDA DUNES r U1 RANCHO MIRAGE (ZI t/J• INDIAN WELLS Vi�( PALM DESERT ,y �LA QUINTA J INDIO y� O APN # 774-241-028 Jurisdiction La Quinta Permit # No. of Units 1 Unit 1 Unit 2 Unit3 Unit 4 Unit 5 Lot # No. .Street S.F. Lot # No. Street S.F. 54420 Avenida Alvarado 307 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain fadilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this.time due to the following reason: Residential Addition 500 Sq Feet or Less EXEMPT This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.00 X 307 S.F. or $0.00 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for.this.square footage in this proposed project may now be issued. Fees Paid By Exempt - Martin Reyes By Name on the check Dr. Sharon P. McGehee Superintendent Fee collected /exempted by Sro 1 McGilvrey Signature Check No. Telephone 760-485-7764 Funding Exempt Payment Recd Over/Under NOTICE: Pursuant to Govemment Code Section 66020(d)(1), will serve ti notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date O which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another publictill ty authorized to collect them on the District('s).behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building.Department Applicant Copy - Applicant/Receipt Copy - Accounting BUILDING ENERGY ANALYSIS REPORT PROJECT: Lucero Reyes 54-420 Avenida Alvarado La Quinta, CA 92253 Project Designer: RC Group 31475 Calle Helene Thousand Palms, CA 92276 760.272.5183 11111111 11111 11111 I I 11 51 Report Prepared by: Ricardo Aguilar RC Group 31475 Calle Helene Thousand Palms, CA 92276, (760) 272-5183 t{Drrt Cg'► L OCT 2 4 2011 l� 1 Job Number: 774-241-028 Date: 10/21/2011 'l` i CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 1l « LpI‘ BY r✓v" The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 5.1 by EnergySoft User Number.. 5999 RunCode: 2011-10-21716:04:22 ID: 774-241-028 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1R Mandatory Measures Summary 8 HVAC System Heating and Cooling Loads Summary 11 EnergyPro 5.1 by EnergySoft Job Number: ID: 774-241-028 User Number: 5999 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF -1 R Project Name Lucero Reyes Building Type m Single Family 0 Addition Alone ❑ Multi Family 0 Existing+ Addition/Alteration Date 10/21/2011 Project Address 54-420 Avenida Alvarado La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 303 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (ft2) Features (see Part 2 of 5) Status Wall Wood Framed R-13 390 Ext=R-5.9 New Slab Unheated Slab -on -Grade None 303 Perim = 92' New Roof Wood Framed Attic R-38 303 Radiant Barrier New FENESTRATION U- Exterior Orientation Area(f12) Factor SHGC Overhang Sidefins Shades Status Front (N) 33.4 0.590 0.45 none none Bug Screen New Front (N) 16.0 0.340 0.30 none none Bug Screen New Rear (S) 3.0 0.340 0.30 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Room Fumace 82% AFUE Room PTAC without Sic 16.0 EER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Gas 50 0.62 All Pipes Ins New EnergyPro 5.1 by EnergySoft User Number. 5999 RunCode: 2011-10-21716:04:22 ID: 774-241-028 Page 3 of 11 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1 R Project Name Lucero Reyes Building Type ® Single Family 0 Addition Alone ❑ Multi Family 0 Existing+ Addition/Alteration Date 10/21/2011 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 the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. The Roof R-38 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EnergyPro 5.1 by EnergySoft User Number: 5999 RunCode: 2011-10-21T16:04:22 ID: 774-241-028 Page 4 of 11 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1 R Project Name Lucero Reyes Building Type DJ Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 10/21/2011 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV (kBtu/ft2-yr) Space Heating 6.83 5.21 1.62 Space Cooling 137.13 65.58 71.55 Fans 28.04 27.83 0.21 Domestic Hot Water 69.90 60.45 9.45 Pumps 0.00 0.00 0.00 Totals 241.90 159.07 82.83 Percent Better Than Standard: 34.2 % BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (N) 0 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (N) 274 49 Fuel Available at Site: Natural Gas (E) 0 0 Raised Floor Area: 0 (5) 168 3 Slab on Grade Area: 303 (vv) 0 0 Average Ceiling Height: 8.0 Roof 303 0 Fenestration Average U-Factor: 0.50 TOTAL: 52 Average SHGC: 0.40 Fenestration/CFA Ratio: 17.3 % 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. The documentation author hereby certifies that the Documentation Author Company RC Group ll 31475 Calle Helene Thousand Palms, CA 92276,Phone documentation is accurate and complete. 10212011 Ricardo Aguilar Name ameCity/State/Zip (760) 272-5183 Sign d Date The individual withooverall design responsibility of construction documents is consistent with the with any other calculations submitted with this permit duct sealing, verification of refrigerant charge, insulation installer testing and certification and field verification Designer or Owner (per Business & Professions Company RC Group Address 31475 Calle Helene City/State/Zip Thousand Palms, CA 92276 hereby certifies that the proposed building design represented other compliance forms and worksheets, with the specifications, application, and recognizes that compliance using duct installation quality, and building envelope sealing require by an approved HERS rater. Code) S4 In- in this set and design, I 0.21•2504 Name Ricardo Aguilar Phone 760.272.5183 Sig d License # Date EnergyPro 5.1 by EnerqySoft User Number.. 5999 RunCode: 2011-10-21T16:04:22 ID: 774-241-028 Page 5 of 11 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1R Project Name Lucero Reyes Building Type la Single Family 0 Addition Alone ❑ Multi Family 0 Existing+ Addition/Alteration Date 10/21/2011 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Cavity Exterior Frame Interior Frame Wall 75 0.064 R-13 5.9 None 0 90 New 4.3.1-A3 Zone 1 Wall 32 0.064 R-13 5.9 None 0 90 New 4.3.1-A3 Zone 1 Wall 118 0.064 R-13 5.9 None 0 90 New 4.3.1-A3 Zone 1 Wall 165 0.064 R-13 5.9 None 180 90 New 4.3.1-A3 Zone 1 Slab 303 0.730 None 0 180 New 4.4.7-A1 Zone 1 Roof 152 0.025 R-38 180 15 New 4.2.1-A21 Zone 1 Roof 152 0.025 R-38 0 15 New 4.2.1-A21 Zone 1 FENESTRATION SURFACE DETAILS ID Type Area U -Factor' SHGC` Azm Status Glazing Type Location/Comments 1 Window 33.4 0.590 NFRC 0.45 NFRC 0 New IWC 6200 Alum/Low--E Zone 1 2 Window 16.0 0.340 NFRC 0.30 NFRC 0 New IWC 5300 Vinyl/Low-E Zone 1 3 Window 3.0 0.340 NFRC 0.30 NFRC 180 New IWC 5300 Vinyl/Low-E Zone 1 () U -Factor Type: 116-A = Default Table from Standa ds, NFRC = Labeled Value (2) SHGC Type: 116-B = Default Table from Standa ds, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 5999 RunCode: 2011-10-21716:04:22 ID: 774-241-028 Page 6 of 11 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name Lucero Reyes Building Type ❑ Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 10/21/2011 BUILDING ZONE INFORMATION System Name Zone Name Floor Area (ft) Volume Year Built New Existing Altered Removed HVAC System Zone 1 303 2,424 Totals 303 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC System 1 Room Fumace 82% AFUE Room PTAC without Sidi 16.0 EER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R -Value Ducts Tested? Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 8.0 0 New 0 0 0 0 WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (gal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R - Value Status Whirlpool Gas 50 Gal 1 Small Gas All Pipes Ins 40,000 50 0.62 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Wa er Piping Length (ft) Add Y" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. Qty. HP Plenum Outside Buried o 0 0 0 0 EnergyPro 5.1 by EnergySolt User Number. 5999 RunCode: 2011-10-21716:04:22 ID: 774-241-028 Page 7 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF -1R Project Name Lucero Reyes Date 10/21/2011 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of or CF - MF -1 R the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the 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 -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111(a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material 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 barrier 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 deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering 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): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)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. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §150(j)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. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant 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 User Number: 5999 RunCode: 2011-10-21716:04:22 ID: 774-241-028 Page 8 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF -1R Project Name Lucero Reyes Date 10/21/2011 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §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: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality 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 electric resistance heating or a pilot Tight. §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 during off-peak electric demand periods. §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 in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as 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 switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries 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 User Number. 5999 RunCode: 201140.21 T16:04:22 ID: 774-241-028 Page 9 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF -1R Project Name Lucero Reyes Date 10/21/2011 §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 low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150(k)11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the Iumiunaire is airtight with air leakage Tess 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 private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently 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 override 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 Exception) 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: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. 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 5.1 by EnergySoft User Number 5999 RunCode: 2011-10-21716:04:22 ID: 774-241-028 Page 10 of 11 A HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Lucero Reyes Date 10/21/2011 System Name HVAC System Floor Area 303 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Heating System Output per System 12,000 Total Output (Btuh) 12,000 Output (Btuh/sqft) 39.6 Cooling System Output per System 11,500 Total Output (Btuh) 11,500 Total Output (Tons) 1.0 Total Output (Btuh/sqft) 38.0 Total Output (sqft/Ton) Air System 316.2 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK CFM Sensible Latent COIL HTG. PEAK CFM Sensible 262 5,498 1,100 122 6,064 0 317 0 298 0 0 0 0 0 0 0 317 6,133 1,100 0 298 6,660 CFM per System 1,115 HVAC EQUIPMENT SELECTION Airflow (cfm) Airflow (cfm/sgft) Airflow (cfm/Ton) Outside Air (%) 1,115 3.68 1,163.5 0.0 % FUJITSU 12RL 8,691 1,024 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 8,691 1,024 Aug 3 PM 12,000 12,000 Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 26 °F 68 °F 115 °F Outside Air 0 cfm 68 °F 4 Heating Coil 115 °F Supply Fan 1,115 cfm 4 1 115 °F ROOM la 681°F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 112 /78°F Outside Air 0 cfm 75 / 62 °F 4 75/62°F 55/54°F 55/54°F Cooling Coil Supply Fan 1,115 cfm 4 ► 47.3 % 1 55154°F ROOM 75/62°F EnergyPro 5.1 by EnergySoft User Number. 5999 RunCode: 2011-10-21T16:04:22 ID: 774-241-028 Page 11 of 11 Building Materials and Construction Services D.B.A Boulder West Components 45491 Golf Center Parkway, Indio, CA Telephone: (760) 347-3332 Fax: (760) 347-020 076 v421��f/.0(0 ` y Jge•-• RECEIVED BY: AUG 252011 RC GROUP REYES, LUCERO ADDITION 8-16-2011 111111111111111111111111 52 *4-C° <43" ettX *41'0' • J • • 24"0.C. 11 1111111111111111111LIIIIIIII 111E1 A02 4 11 11 1111=111=11. =looms§ 11 1 a REYES, LUCERO ADDITION • • • • lb 37. • SHEET 1 OF 1 Building Materials and Construction Services D.B.A. Boulders West Components 45-491 Golf Center Parkway, Indio, CA (760) 347-3332 Fax: (760) 347-0202 CUSTOMER: RCGROUP JOB NAME: it!EyES, LUCERO AMMON OPTIONS: ROOF LAYOUT PI -Ont: .7Cir 1 ELEV: y JOB#: , SCALE: DRAWN BY: IGNACIO VARGAS DATE: 8/16/11 sywois. 1.• • ;aro uctu mu, m woo ce mac MOO LEGEND: (.4- WOMB COICOVIRSTOD MAO Pm *mem. MOOS. S. OSO4 • 'COMM LOGT0.1 4011411. COIMUTOM CI TVVO TAM. IS) LOOMS. TOT/LWOW! MOT TO INCO,0 VOW Ma O 00 007 00?, MULL 00 041131 MS= 40ANY WAY ArlIOUT PROPOI APPROVED 131040301000 • EMI NMI 0 111 MiTek® POWER TO PERFORM."" Re: Reyes_Lucero Reyes_Lucero 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 Boulders West Components LLC. Pages or sheets covered by this seal: R33532968 thru R33532969 My license renewal date for the state of Califomia is March 31, 2013. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. August 19,2011 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply Reyes_Lucero R33532968 REYES_LUCERO AO1GESS GABLE 2 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 1 -150 I 6-9-1 150 6-9-1 4 1 12-0-0 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 5-2-15 24 II mw 6x8 = 4 5 6 7.250 s May 11 2011 MiTek Industries, Inc. Fri Aug 19 10:48:20 2011 Page ID IG_MymQR4158atXto3HXaQygcQO-0Qodlj4gOcam_5MfiH1(YfeMgLY?Q1xjj5tcwoTymHIP 17-2-15 24-0-0 25-6-0 5-2-15 6-9-1 1.6-0 2[4 11 3140- 0-4 e 5x14 ar 3x8 148 Scale • I:45.7 6-9-1 6-9-1 12 2.4 II CONTINUOUS BEARING 1 12-0-0 17-2-15 24-0-0 5-2-15 5-2-15 8-9-1 1 Plate Offsets (X.Y): 12:0-3-11,0-0-11.12:0-11-2.Edoel.14:12-5-12.0-0-41.15:0-3-12.0-2-01,16:9-11-15.8-5-61.18:0-3-11,0-0-11.18:0-11-2.Edgel -LOADING (psf) 20.0 14.0 0.0 • 10.0 TCLL TCDL BCLL BCDL SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TP12007 CSI TC 0.15 BC 0.24 WB 0.58 (Matrix) DEFL in (loc) I/deft Vert(LL) -0.06 10 >999 Vert(TL) -0.19 8-10 >999 Horz(TL) 0.06 8 n/a Ud 240 180 n/a PLATES GRIP MT20 197/144 Weight: 110 Ib FT = 20% LUMBER TOP CHORD 2 X 4 SPF 2400F 2.0E BOT CHORD 2 X 4 SPF 2400F 2.0E WEBS 2 X 4 DF Stud/Std OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=231/10-0-0 (min. 0-1-10), 8=801/0-3-8 (min Max Horz2=-74(LC 6) Max Uplift2=-76(LC 5), 8=-88(LC 6) Max Grav2=284(LC 7), 8=801(LC 1), 12=1287(LC 1) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . 0-1-8), 12=1287/10-0-0 (min. 0-1-10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=0/747, 3-4=-900/13, 4-5=-775/15, 5-6=-751/9, 6-7=-874/6, 7-8=-2096/26 BOT CHORD 2-12=-627/45, 11-12=-429/47, 10-11=0/1918, 8-10=0/1943 WEBS 5-11=0/370, 3-12=-1199/50, 7-10=0/251, 3-11=0/1144, 7-11=-1145/105 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard August 19,2011 ® WARNING -Verify design paranactem and READ NOTES ON MS AND INCLUDED MITSKREFERENCEP4GE DBI -7473 rev. 20'08 BEFORE USE, Design valid for use only with MiTek connectors. The design is based only upon parameters shown, and's 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 only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional pemlanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. derrvery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB489 and BCSI Building Component Safety Information available from Truss Plate Institute, 281 N. Lee Street, Suite 312. Alexandria, VA 22314. Ile MiTek" 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply Reyes_Lucero R33532969 REYES_LUCERO AO2SS SCISSORS 16 1 Job Reference (ootionall SelectBuild Distribution, Indio, CA - 92203 1 -180 1 1-6-0 6-9-1 12-0-0 6-9-1 5-2-15 4x6 = 7.250 s May 11 2011 MiTek Industries, Inc. Fri Aug 19 10:48:22 2011 Page ID:IG_MymQR4158atXto3HXaQygcQO-KpwNjP64wDrTEPV2giMOk3SwOMcUVgqOZB51 tLymH IN 17-2-15 I 24-0-0 1 25-6-0 I 5-2-15 6-9-1 14.0 Stale • x:45.2 6-9-1 6-9-1 12-0-0 17-2-15 24-00 5-2-15 5-2-15 6-9-1 Offsets (X Y): (9:0-4-0 0-3-9) ("Plate LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TP12007 CSI TC 0.52 BC 0.52 WB 0.67 (Matrix) DEFL in (loc) 1/dell Vert(LL) -0.20 9-10 >999 Vert(TL) -0.67 9-10 >425 Horz(TL) 0.36 6 n/a Ud 240 180 n/a PLATES GRIP MT20 197/144 Weight: 81 Ib FT = 20% LUMBER TOP CHORD 2 X 4 SPF 2400F 2.0E BOT CHORD 2 X 4 SPF 2400F 2.0E WEBS 2 X 4 DF Stud/Std REACTIONS (lb/size) 2=1279/0-3-8 (min. 0-1-8), 6=1273/0-3-8 (min. 0-1-8) Max Horz2=74(LC 5) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-4269/0, 3-11=-4094/0, 3-12=-3011/0, 4-12=-2905/0, 4-5=-2997/0, 5-6=-4109/0 BOT CHORD 2-10=0/3961, 9-10=0/3962, 9-13=0/3813, 8-13=0/3795, 6-8=0/3817 WEBS 4-9=0/1646, 5-8=0/282, 3-9=-1213/0, 5-9=-1066/48 Structural wood sheathing directly applied or 3-5-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 •3) 165.0Ib AC unit load placed on the top chord, 8-0-0 from left end, supported at two points, 4-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/7P11. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) 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) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-7=-68, 2-9=-20, 9-13=-20, 6-13=-30(F=-10) Concentrated Loads (lb) Vert: 11=-83 12=-83 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-28, 4-7=-28, 2-9=-40, 9-13=-40, 6-13=-50(F=-10) Concentrated Loads (Ib) Vert: 11=-83 12=-83 Continued on page 2 August 19,2011 ® WARMING - Val& design parameters and READ NOTES ON THIS ARD INCLUDED DETER' REFERENCE PAGE Mff-7473 rev. 10'08 BBPORE USF 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 poromenters and proper incorporation of component 5 responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the • erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing. consult ANSI/TPI1 Quality Cdleda, 059.89 and BCSI BulIdIng Component Safety Information available from Truss Plate Institute. 281 N. Lee Sheet. Suite 312. Alexandra. VA 22314. MOM MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Reyes_Lucero R33532969 REYES_LUCERO A02SS SCISSORS 16 1 Job Reference (optional) SelectBuild Distribution, Indio, CA - 92203 LOAD CASE(S) 3) MWFRS Wind Left: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=32, 2-4=14, 4-6=8, 6-7=1, 2-9=-12, 9-13=-12, 6-13=-22(F=-10) Horz: 1-2=-49, 2-4=-30, 4-6=24, 6-7=18 Concentrated Loads (Ib) Vert: 11=-83 12=-83 4) MWFRS Wind Right: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=1, 2-4=8, 4-6=14, 6-7=32, 2-9=-12, 9-13=-12, 6-13=-22(F=-10) Horz: 1-2=-18, 2-4=-24, 4-6=30, 6-7=49 Concentrated Loads (Ib) Vert: 11=-83 12=-83 5) MWFRS 1st Wind Parallel: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=34, 2-4=16, 4-6=4, 6-7=-3, 2-9=-12, 9-13=-12, 6-13=-22(F=-10) Horz: 1-2=-51, 2-4=-32, 4-6=20, 6-7=14 Concentrated Loads (Ib) Vert: 11=-83 12=-83 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-3, 2-4=4, 4-6=16, 6-7=34, 2-9=-12, 9-13=-12, 6-13=-22(F=-10) Horz: 1-2=-14, 2-4=-20, 4-6=32, 6-7=51 Concentrated Loads (Ib) •Vert:11=-83 12=-83 ) 1st unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-7=-28, 2-9=-20, 9-13=-20, 6-13=-30(F=-10) Concentrated Loads (Ib) Vert: 11=-83 12=-83 8) 2nd unbalanced Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p11) Vert: 1-4=-28, 4-7=-68, 2-9=-20, 9-13=-20, 6-13=-30(F=-10) Concentrated Loads (Ib) Vert: 11=-83 12=-83 7.250 s May 11 2011 MiTek Industries, Inc. Fri Aug 19 10:48:22 2011 Page 2 ID:IG_MymQR4158atXto3HXaQygcQO-KpwNjP64wDrTEPV2giMOk3Sw0McUVgqOZB51 tLymHIN ® WARMNG-Vcrijjy drsign paramders arta READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGBM77-7473 rev. 10 .108 REPOSE USE, Design valid for use only with Mitek connectors. Th's design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 Qualify Crteda. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 281 N. Lee Street. Suite 312. Alexandria. VA 22314. MOM f• MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Symbols PLATE LOCATION AND ORIENTATION 3/a Center plate on joint unless x, y 1 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths ® 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 truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection 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 are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating 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 truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. r(♦� Dimensions are in ft -in -sixteenths. 1 TOP CHORDS (Drawings riot to scale) 2 3 Apply and f ully platesembed to both sidesteeth. of truss 114k 0.1i1 e, MillrlEIE TOP CHORD Irp4 UD MIIMli>a For 4 x 2 orientation, locate III plates 0 rnd' from outside edge of truss. g This symbol indicates the C7-8 C6-7 C5-6 O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED 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 -131 1, ESR -1352, ER -5243, 9604B, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER 3907, 9432A © 2006 MiTekO All Rights Reserved required direction of slots in `Plate PLATE LATERAL BEARING software 4 ■ location SIZE x 1 MI Connector plates. details available in MiTek 20/20 or upon request. The first dimension is the plate width measured perpendicular 4 to slots. Second dimension is the length parallel to slots. BRACING LOCATION e' Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing If indicated. • Indicates location where bearings (supports) occur. Icons vary but 0 reaction section indicates joint Mill Mill 0 MI18. M iTe Ic' number where bearings occur. /0••=_-.1 _� • Industry Standards: ANSI/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. POWER TC1 PERFORM.' 111 MiTek Engineering Reference Sheet: MII-7473 rev. di CONTENTS Building Materials and Construction Services D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F. 760-347-0202 AN'IlYIBER PRODUCTS INSPECTION (LETTER) IIPPI (GTI) STAMP - SEE PAGE 1 2 EXPLANATION OF ENGINEERED DRAWING 3 DETAIL FOR COMMON AND END JACKS - 16 PSF 4 DETAIL FOR COMMON AND END JACKS - 20 PSF 5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK 6 INTERIOR BEARING OFFSET DETAIL 7 BEARING BLOCK DETAIL 3 '/:" BEARING 8 BEARING BLOCK DETAIL 5 'h" BEARING 9 UPLIFT TOE -NAIL DETAIL 10 LATERAL TOE -NAIL DETAIL 11 WEB BRACING RECOMMENDATIONS 12 T -BRACE AND L -BRACE 13 VALLEY TRUSS DETAIL 14 WPVALLEY TRUSS DETAIL (CONT'D.) 15 IIRLIN GABLE DETAIL 16 PIIRLIN GABLE DETAIL (CONT'D.) 17 PIIRLIN.GABLE DETAIL (CONT'D.) 18 PIIRLIN GABLE DETAIL (CONT'D.) 19 STANDARD GABLE END DETAIL 20 STANDARD GABLE END DETAIL (CONT'D.) 21 STD. REPAIR - MISSING STUD ON GABLE TRUSS 22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS 23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS 24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS 25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS 26 STANDARD REPAIR DETAIL - 25% 27 FALSE BOTTOM CHORD FILLER DETAIL Z8 OVERHANG REMOVAL DETAIL 29 SCAB APPLIED OVERHANGS 30 PLEASE CONTACT 6IMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE 1 PAGE: 0 OF 30 • TO BM SODECTOON March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber..: Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and 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 Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the 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/GTI program, please contact Pepper Browne at (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Western Division Page # 1 105 SE 124th Avenue • Vancouver, Washington 98684 • 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 • 1641 Sigman Road • Conyers, Georgia 30012 • 770/922-8000 • FAX: 770/922-1290 Z # abed 9NI3ddS dol3dfIna isd ObO11tl101 jsd 10 08 isd la 31 isd ll 31 ti1d31180 N91S30 anaggeszezmnsar .3N1 'NOI133dSNI Sl3f0Obd 838WI1 AG aILIOnV A It,tinf CE01 ra •maa� S1N3N0d1109 1S3M 11301008 Nounaiaisia 0110213313s aoi 03211i0vinNuw Job DISPLAY Truss ROOF1 Truss Type COMMON Qty 1 Ply 1 5.000 a Feb 6 003 Mi ek Industries, Inc. Mon Mar 17 14:26:39 2003 Page 1 -2-0-0 10-2-3 15-0-0 19-9-13 I 24-7-11 I 30-0-0 ) 32-0-0 1 .5-4-5 I i I 1 B 2-0.0 5-4-5 4-9-13 49-13 49-13 4-9-13 5-4-5 2-0-0 4x4 = 6 RI c 6.00 12 1x4 II 1x4 II 3x4 G 5 7 3x4 4 8 D 1x4:-. 1x4 3 411 9 2 =.W 4000.0, 10 11)0 7 �g c1 C - 14 13 12 3x6 = 3x6 = = 3x6 = 3x6 = A3x8 A 10.2.3 19-9-13 I 30.0.0 1 iii l I B 10-2-3 9-7-11 10 2-3 ,Plate Offsets (X,Y): [2:0-3-0,0-1-41, [10:0-3-0,0-1-41H LOADING (psf) 1 SPACING 2-0-0 J I V I CSI N DEFL in (loc) I/defl P PLATES GRIP TCLL 20.0 1 Plates Increase 1.15TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.15 K BC 0.83 Vert)TL) -0.39 12-14 >907 BCLL 0.0 Rep Stress lncr YES,WB 0.36 Horz(TL) 0.07 10, n/a BCDL 10.0 Code BOCA/ANSI95 1st LC LL Min I/def} 240 Weight: 158 Ib • LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD .Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS' 2X4SYPNo.3 •R S REACTIONS (lb/size) 2 =1317/0-3-8, 10=1317/0-3-8 Horz 2=-175(load case 5) TMax Max Uplift2=-341(load case 4), 10=-341(load case 5) FORCES (Ib) - First Load Case Only V TOP CHORD 1-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=-2024, 10-11=26 BOT CHORD 2-14=1794, 13-14=1140, 12-13=1140, 10-12=1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 • OTES V F��( Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress Indices 8 Panel Length (feet - inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standard X C Slope 0 Input Span to Deflection Ratio D Plate Size and Orientation P MiTek Plate Allowables (PSI) E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet- inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction if Applicable I Design Loading (PSF) U Required Ivlember Bracing J Spacing 0.C. (feet - inches - sixteenths) V Member Axial Forces for Load Case 1 K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases Page # 3 DETAIL FOR COMMON AND END JACKS MII/SAC e 8 =16PS.F 3/30/2004 PAGE 1 -2-0-0 MAX LOADING (psi) TCLL 16.0 TCDL 14:0 BCU. 0.0 BCDL 10.0 SPACING Plates Increase . Lumber. Increase Rep Stress Incr 2-0-0 1.25 1.25 YES BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF -L No.2 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 NOTE: TOP CHORD PITCH: 4/12-8/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • M(Tek Industries, Inc. Western Division LENGTH OF EXTENSION AS DESIGN RECTO 20'-0" 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 8-0-0 • k 2-0-0 /SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT 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"DIA X 3.5" LGT) TOE NAILS 2 4-0-0 6.0-0 6-0-0 13-0-0 • 2-0-0 EXT. EXT. 2-0-0 2-0-0 EXT. 2-0-0 EXT. 2-0-0 CONN. W/3 16d COMMON WIRE (0.162"DIA X 3.5" LGT) TOE NAILS 3x4= BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK 8-0-0 CONN. W/2 18d COMMON WIRE(0.162"DIA X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # 4. A WARNING • Y"rrfy dcstyn paramiters and READ NOTES ON ZRIS AND INCLODED anzEfr REFERENCE FAGR.M17.7473 BEFORE OSE. Design valid for use only wIlh Mffek conneclors. This design is based only upon parameters shown, and is for on Individual building component. Appfcabrlity of design paramenien and proper incorporallon of component Ls responsibEly of building designer- not Truss designer. Bracing shown is lot lateral supporl of Individual web members only. Additional temporary bracing to Insure slabIl ly during construction Is the responsiblmly of the erector. Additional permanenl bracing of the overall structure is the responsIblffly of the building designer. For.generdl guidance regarding fabrication. quaky conlroL storage, delivery, erection and bracing, consul) ANSI/TPI1 Quality Cdteda,'D5B•89 and BCSI1 Building Component Salety Information available born Truss Plain Inslilute, 583 D'Onotdo Drive. Madison, WI 53719. JUL 2 7777 Greenback Lane Suite 109 Gurus Heights, CA, 9561 ao® M, eke DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 -2-0-0 MAX LOADING . (psf) TOLL 20.0 !CDL 16..0 BOLL 0.0 BCDL 10.0 Haw L ates' `ncrease Umber. Increase Rep•Stress' Incr 2-0-0 1,15 BRACING. 1.15 TOP CHORD Sheathed. YES BOT CHORD Rigid Ceiling directly applied. MINIMUM, LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • • IVfiTek.lndustrles, Inc. Western Division LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" 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 8-0-0 3x4= SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT 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 (8:162"DI?. X 3.5" LGT) TOE NAILS 6-0.0 CONN. W/3 16d COMMON WIRE (0.162'DIA X 3.6" LGT) TOE NAILS 2-0-0 3x4 = BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK 8-0-0 CONN. W12 16d COMMON WIRE(0.167'DIA. X 3.51 LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # 5 JUL 2 8 21i ® •WAR7UN6 . Verify design parai ietere and REdD NOTES ON 27i2S AND &CLVDED.M72LR REFERENCE PAC7E EDI 7473 REFo7r11 VSE: Design void for use only wtlh Mitek connectors. This design h based only upon parameters shown: and b for an IndNidual building component. Applicability of design paramerilers and proper incorporation al compbneril Is responsib6ly of building designer - not truss designer. Bracing shown h for lateral support of Individual web members only. Addiliaml temporary bracing.lo Insure slebWty dudrig construction Is the responsiblptly of the m erector. Additional pemneN bracing o1 theroverail structure Is the responsibl0y of the -betiding designer. For general guidance regarding fabrication, quay control, storage, delivery. erection ond'bractng, consult ANSI/TPI1 Quality Criteria, DSB-89 and BC511 Building Component Safety Inlormalon available from Truss f late Institute, 583 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane Sella 109 Citrus Heights, CA, 9561 UPPORT OF B.C. OF STANDARD OPEN END j :1JSIN PRESSURE BLOCKS MII/SAC - 7. 3/30/2004 PAGE 1 0 Loading (PSF): 'BCDL 10.0 PSF MAX j .I 2x4 bot. chord of jack Carrier true 2x4 block between Jacks, ,(♦ nalled to carrier w/6 W!(.13.1"X3.0" MIN) nails spaced at 3" o.c. F.MVAISWAT 2- (.131")C3.0" MIN) R IES (typ) • jack truss (tYP) CAL HIP— 4- SU9 GIRDER CAL HIP GIRDER PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(.131"X3.0" MIN) NAILS (typ) 6-0-0 24' TYP BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(.131"X3.0" MIN) NAILS @ 3" o.c. Page # 6 NltTek Industries, Inc. Western Division JUL 2 8 2011 YARNING • Vilify design parameters and READ NOSES ON 17US AND INCLUDED MFfEK r[EFERENCE PAGE A7317473 7473 BEFORE VSE. Design ;vdOd for use ontywilh f6Tek connectors. This designls based only upon poiarnelers shown. and k tot en individual building component. Ap 1aabf?ty of design pararnenters and proper Iricorporallon of component k responsib6ly of building designer- nol truss designer. Brading shown k taialerol supp,pll of individual web members only. Additional Ieinporary.btaclng to Insure slablilly during construction k the responsibility of the erec(or. Addlllonal,Permanent bradng of Ihe.overafl stnrclure-k the responslblfly of the building designer. For general guidance regarding Iobt coIlon. uofily control, siorage, delivery. erection and bradng. consult ANSI/TPI1 Quality Cdleda, 059-89 and BCSI1 Bunding Component Salety''intaancfon available Irorrilruss Plate Inslllule, 583 D'Onolrb Drive, Madsen, WI 53719. 7777.Greenbadilane Sidle lig Citrus Heights, CA, 9561 Mytek INTERIOR BEARING OFFSET DETAIL • NOTE:. INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 112" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS SINGLE WEB JOINT TRIPLE WEB JOINT DOUBLE WEB JOINT d Page#7 NliTek Industries, Inc. Western Division d ® tiARN' N(i • lierhri design parmneters and J FAD NOTEH tow THIS AND Mor.riDED ND4EKCBEF-It£NCE PAdt.,1017473 DEFOR& i/SS.• Design valid for use only w11h.Mitek cenneclm.lhls design h based only upon paromeleis Shown. and Is for on IndMdual building component. AppfcoblTty.of.dedgnp afamenlee and proper Incorpdrollcn of componenl Is.responslb8ly of buddlpg designer not truss deslgrier.,Braidng shown Is for lateral supppoil of IndNldual web merssbess only. Additional temporary bracing lo -Insure slab8Bly during conslrucllori h the responsibWly of the ereclor. Addlllonalpenrsdnenl bracing of the ovetaT;slruclureh'Ihe responslbTOly of the buflding.designer. For general guldafsce.regording Idtnlcallon; giioTly control, storage; degvery, eredlon and biotin: eonsuI Arisori1 gimpy Crlfeda; DS1149 and BCSI1 Bugding Component Salety InIermaIon avaToble Iromlruss-Plole brlllule. 583 D'Onolrto Dille, Madison, WI 53719. JUL 2 8 2011 .7777 .Gteeiibadc Lina• Suds 109 CIWs Heights, CA, 9581! ele BEARING BLOCK DETAIL 3 1/201 BEARING IMI/SAC - 3A 3/25/2004 .PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BOTTOM CHO AND NAILING PA 2x4 HOTT014 2 .ROWS @ 3 t6 TOTAL N • 2x6 BOTTOM 3 ROWS @ 3 (12 TOTAL 2x5 BOTTO 4 ROWS @ (16 TOTAL BEARING SIZE; MiTek Industries, Inc. Western Division ALLOWABLE 20 SIZE LUMBER I REACTION • GRADE (lb) rTERN ( NOTE 1 I (NOTE 4,5) BEARING BLOCK ALLOWABLE LOADS (NOTE 4) BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (lb) (NOTE 4) TOTAL EQUIVALENT BEARING LEN CHORDDF O.C. AILS) SYP 2966 929 3895 0-4-9 3281 855 4136' 0-4-6 HF 2126 736 2862 0-4-11 SPF 2231 726 2957 0-4-10 CHORD O.C. ?JAILS) SYP 2966 1393 4359 0=5-2 DF I 3281 1282 4563 - 0-4-13 HF 2126 1104 3230 0-5-5 SPF 2231 1089 3320 0-5-3 1 CHORD I" 0.c. NAILS) SY? 2966 1858 4824 0-5-11 DF 3281 1710 4991 0-5-5 HF 2126 1472 3598 0-5-14 I SPF 2231 1452 3683 0-5-12 * FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. �IIIGM HEIGHT 122 1/2" BLOC CASE2 BRG BLOCK TO BE SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. 12" BLOCK NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK 18 3'-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. GTH JUL 2 8 2011 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 8 WARNING • Verify design parameters ,znd READ. NOTES ON TFDS AND INCLUDED LISTER. REFERENCE PAGE MU.7473 BEFORE USE. Design valid for vse only with MiTek conneclors. This design is based only upon parameters shown. and is for an Individual building component. Applicability of design paromenlers and proper incorporation of component is responsibilily of building designer - not truss designer. Bracing shown is for laleiol support of individual web members only. Addilidnal temporary bracing to insure sldbility during conslruclion is the responsibillity of the ereclor. Addilional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotion. qualily control, slorage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Solely Information available from Truss Plole Institule, 583 D'Onofrio Drive. Modison, WI 53719. 7777 Gieeriback Lane Suile 109 Citrus Heights, CA, 9561 BEARING BLOCK DETAIL 5 1/2°' BEARING MII/SAC - 4A 3/25/2004 PAGE 1 1 REFERTO INDIVIDUAL TRUSS DESIGN 1 FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O:L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS ALLOWABLE ' BOTTOM CHORD SIZE I LUMBER REACTION • AND GRADE (lb) :NAILING PATTERN L (NOTE 1) (NOTE 4,5) 1 2x4 BOTTOM CHORD 2 ROWS @ 3" O.C. (6 TOTAL NAILS) • SYP 4661 DF 5156 BEARING BLOCK ALLOWABLE LOADS (NOTE 4) 929 855 MiTek Industries, Inc. Western Division BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (ib) (NOTE 4) TOTAL EQUIVALENT BEARING LENGTH 5590 0-6-9 6011 0-6-6 HF 3341 736 4077 0-6-11 SPF 3506 726 4232 2x6 BOTTOM CHORD 3 ROWS @ 3" O.C. • (12 TOTAL NAILS) SYP DF 4661 1393 6054 5156 1282 6438 0-6-10 0-7-2 0-6-13 HF ! SPF 3341 1104 4445 0-7-5 3506 1089 4595 0-7-3 2x6 BOTTOM CHORD 4 ROWS @ 3" O.C. (16 TOTAL NAILS) SYP 4661 1858 6519 DF HE 5156 1710 6866 3341 1472 4813 SPF 3506 1452 4958 : FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 9" MINIMUM HEEL HEIGHT • 'CASE1 1 i BRG BLOCK TO BE' SAME 22 1/2" Btoti[c SIZE, GRADE, & ShECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. 0-7-11 0-7-5 0-7-14 j CASE 2 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM • 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. 0-7-12 JUL 2 8 2O1 LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 9 9YARA7NG . Verify design parameters and READ NOTES ON THIS AND INCLUDED MPPE&REFERENCE.PAGE =44 73 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of componenl is responsibility of building designer - not truss designer. Bracing shown is for lalerol support of individual web members only. Addilional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erectiog and bracing. consult ANSI/TPI1 Quality Criteria, 058.89 and BCSI1 Building Component Safety Information ovoilable from Truss Piole Inslilule. 583 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane ; Suite 109 Citrus Heights, CA. 9561 UPLIFT TOE -NAIL DETAIL IMI/SAC - 24 11/18/2004 1PAGE 1 • MiTek Industries, Inc. Q NOTES: Western Division 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; ANDSPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW TOP PLATE OFW'LL 0.00° U3 END VIEW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 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 TOP PLATE For Wind DOL of 1.33: 3 (nails) X.36.8 (Ib/hall) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind, DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 146.8 Ibs (176.6 Ibs) another mechanical uplift connection must be used. •" USE (3) TOE -NAILS ON 2x4 BEARING WALL "" USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 JUL 2 8 2011 ® NAR*.d • Dar tfy dc°fgn parometvre and READ NOTES ON ?AMS AND INCLPDED rd1TEE REFERENCE PAGE 111.7473 BISFDRII USE. Design voild for use only with MfTek connectors. This deslgn.ls based only upon paronreleis shown, and Is for an Indlviduol building componenl. Applieab18%y of design paramenleri and proper Incorporation of component Is responsib@ty of building designer - nol truss designer. Bracing shown Is ler blerdl support of individual web members only. Additional temporary brodng lo Insure stability during'conslruclion Is the respansibl®ly of the ereclor. Addilbhal permanent broc ng of the overall slruclure Is the responsibility of the building designer. For general guidance regarding fobticallon, auptty conlrot storage, delivery, erection and brocing, consul! ANSI/TPII Quality Crlleila, D58-89 and BCSI1 Building Component Sofety'Inforrnallcn available from Truss Plate Insiflule, 583 D'Onofrlo Drive. Madison. WI 53719. 7177 Greenback Lena Suite 109 anis Heights. CA. 0561 TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) DIAM. . Sr •DF HE SPF SPF -S 3.5" LONG .131 58.5 46.1 31.6 29.8 20'.3 .1.35 .60.3 .47.5 32.6 30.7 20.9 .162. 72.3 57.0 39.1 38.8 25.1 Z OJ N ri .128 . 53.1 41.8 28.7. ' 27.0 16.4 .131 54.3 42.8 29.3 27.7 . 18.8 .148 81.4 48.3 33.2 31.3 21.3 .120 45.9 36.2 24.8 23.4 15.9 J b .128 49.0 38.6 26.5 25.0 17.0 .131 50.1 39.5 27.1 25.6 17.4 .148 56.6. . 44.6 30.6. 28.9 19.6 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 TOP PLATE For Wind DOL of 1.33: 3 (nails) X.36.8 (Ib/hall) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind, DOL of 1.60: 3 (nails) X 36.8 (Ib/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 146.8 Ibs (176.6 Ibs) another mechanical uplift connection must be used. •" USE (3) TOE -NAILS ON 2x4 BEARING WALL "" USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 JUL 2 8 2011 ® NAR*.d • Dar tfy dc°fgn parometvre and READ NOTES ON ?AMS AND INCLPDED rd1TEE REFERENCE PAGE 111.7473 BISFDRII USE. Design voild for use only with MfTek connectors. This deslgn.ls based only upon paronreleis shown, and Is for an Indlviduol building componenl. Applieab18%y of design paramenleri and proper Incorporation of component Is responsib@ty of building designer - nol truss designer. Bracing shown Is ler blerdl support of individual web members only. Additional temporary brodng lo Insure stability during'conslruclion Is the respansibl®ly of the ereclor. Addilbhal permanent broc ng of the overall slruclure Is the responsibility of the building designer. For general guidance regarding fobticallon, auptty conlrot storage, delivery, erection and brocing, consul! ANSI/TPII Quality Crlleila, D58-89 and BCSI1 Building Component Sofety'Inforrnallcn available from Truss Plate Insiflule, 583 D'Onofrlo Drive. Madison. WI 53719. 7177 Greenback Lena Suite 109 anis Heights. CA. 0561 LATERALTOE-NAIL DETAIL IMI/SAC - 25 11/18/2004 PAGE 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. MiTek Industries, Inc. Western Division 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 Toad duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • JUL 2 8 2011 SQUARE CUT • • SIDE VIEW (2x4, 2x6) 3 NAILS 1 NEAR SIDE --1 FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE -I FAR SIDE 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 13111-7473 BEFORE 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 of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lalerol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conlrol.'storoge. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Instilule, 583 D'Onotrio Drive, Madison. WI 53719. SIDE VIEW (2x3, 2x4) 2 NAILS \�1 1 NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 3 NAILS 1 NEAR SIDE 1 NEAR SIDE i NEAR SIDE Page # 11 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9561 r rr� MiTek® TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPF -S 1'"" LONG .131 88.1 80.6 69.9 • 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 • .162 118.3 108.3 93.9 91.9 80.2 73.25" LONG' .128 84.1 76.9 66.7 65.3 57.0 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 O Z J c .120 73.9 67.6 58.7 57.4 50.1 .128 84.1 76.9 66.7 65.3 57.0 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 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 Toad duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity • JUL 2 8 2011 SQUARE CUT • • SIDE VIEW (2x4, 2x6) 3 NAILS 1 NEAR SIDE --1 FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE -I FAR SIDE 45 DEGREE ANGLE BEVEL CUT VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 13111-7473 BEFORE 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 of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lalerol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conlrol.'storoge. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Instilule, 583 D'Onotrio Drive, Madison. WI 53719. SIDE VIEW (2x3, 2x4) 2 NAILS \�1 1 NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 3 NAILS 1 NEAR SIDE 1 NEAR SIDE i NEAR SIDE Page # 11 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9561 r rr� MiTek® MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE �m S1� MiTek Industries Inc. 1 MiTek Industries, Chesterfield, MO Page 1 of 1 BRACE BAYSIZE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) 24"O.C. 48"O.C. 72" O.C. BRACING A MATERIAL B TYPE C • D BRACING MATERIAL TYPE A 1 B I C I D BRACING MATERIAL TYPE C D 10'-0' 1610 1886 1886 2829 n•~tib- A:;V c')r't _ .••r; '}' _ - \ s �Ui -t'i7:h{: a4 j-"]Y:A r, !H. _ ;'-. : 12'-0' 1342 1572 1572 2358 i < 3143 1 3143 4715 4715 7074 14'-0' 1150 1347 1347 2021 �,h.;i�-wY`.r'.: �`".1 :'......-t;',,,4!,-5;5.:5 -,,>i.'• ,.... . ...:,:" .". '<;"`<; '..-'• 16'-0' 1006 1179 1179 1768 '='e 2358 2358 3536 18'-0' 894 1048 1048 1572 ^ ' .- �` " 3143 4715 20'-0' 805 943 943 1414 1886 1886 2829 <a ,,,,AA,,.'.1-' '' `Bay size shall be measured in between the centers of pairs of diagonals TYPE BRACING MATERIALS A• 1 X4 IND. 45 SYP -OR- 1 X4 82 SRB (DF, HF, SPF) B 2 X3 83, STD, CONST (SPF, DF, HF, OR SYP) C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) D 2 X 6 83 OR BETTER (SPF, DF, HF, OR SYP) GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CELNG DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIJNAL 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED N SUCH A MANNER THAT R INTERSECTS WEB MEMBERS AT APPROX 45 DEGREES AND SHALL BE NALED AT EACH END AND EACH INTERMEDIATE TRUSS WRH 2-8d (0.131'1¢51 FOR 1x4 BRACES, 2.10d (0.131-8 31 FOR 80 and 2x4 BRACES, AND 3-100 (0.131'831 FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 280 (0.1317.2.51 NAILS FOR 104 LATERAL BRACES, 2.104 (0.131'831 NAILS FOR 2x3 and 204 LATERAL BRACES, AND 3-10d (0.131'x3') FOR 2t6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTNUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDmONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRAC NG, CONSULT D93-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 6 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. wrm•.slx'nlduffiysom and waw.ipolsLog 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 6. TABULATED VALUES ARE BASED ON A DOL . 1.15 FOR STABILIZERS: FOR A. SPACING OF 24' O.C. CNLY, MITEK STAB&IZER• TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABIL MRS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABLLZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE 'STABILIZER. TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE 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 o1 the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) Page #12 T -BRACE AND L -BRAC E lMII/SAC - 23 8/27/a004 I PAGE 1 Nailing :Pattern L -Brace size Nall Size Nall Spacing • 1x4 or 6 10d (0.148X3") 8" o.c. 2x4, 6, or 8 16d(0.162X3 112") 8" o.c. Note: Nall along entire length of L -Brace orT-Brace (On Two-Plles Nall to Both Plies) • NIITek Industries, Inc. Western Divialon L -Brace or T -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1. 2 • 2x3 or 2x4 1x4 2x4 2x8 1x6 2x8 2x8 2x8 "' DIRECT SUBSTITUTION NOT APUCABLE. Seotion Detail Nails Web T -Brace L -BRACE or T -BRACE JUL 2 8 2011 L -Brace T -Brace or I -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2(I -Brace) 2x3 or 2x4 2x4 •2x4 2x6 2x6 2x6 2x8 2.x8 2x8 Nails Web -10d (0.148X3") 9" o.c. I -Brace NaIIsSection Detall • Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the bracing members, Please refer to engineering document provided by MiTek Ind. Inc. 1774Rlw16 • Vei•(ryr design pntometare end,tE4p NOTE9 ON TAM. AND 01bLDDED form[ E1i131TIENCEI PAGE .7011747r *1.01t144 DSS. Dedggn valid for use anti wlih Musk conrieclo7. Thb dadgn b bored only upon peromelers shown, and h lar on Indlvlducl building eomponenl. Appicabilly of design pPar imenlers and proper I,neorparbllon or cornponenl.h re6ponsIblllly of building deslgner - nal Infra deeliener..erocInn shown b for lolerol , pod of Individual web members only. Admllonal IIemporory bracing lo 'Insure IIobIMly during consirucllan Is the responslb8 ly Of the erector. Ad�toodpermonenl hradlg of the oVern8 dtrlioIwe b Ilia respor ilbIDfy of the beading- desloner. For general guidance re fa ding Idbrloallon, geolly centhbt slorags, delVerv, erscllon and bracing, c isull 'ANSI/TM Quail!). Crllarla, DS1144 and ISCS11 building Componenl Safety Information available kohl Truss 'Plale Inslllule, 583 D'Dnotile Drive, Madison, WI 537 IF. Page #13 7777 Greenbacktana Me toe Cities Heights, CA, 5561 i VALLEY TRUSS DETAIL. Mii/SLAC - 19 4/26/2004 PAGE 1 OF 2 • GABLE .ENR, COMMON TRUSS OR GIRDER TRUSS LIV€.LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L. INC = 1.15 65 MPH WIND SPEED, 3 SECOND GUST N(ITek Industries, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING P 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2 ) (.131"X3:0" MIN) TOE NAILS DETAIL A (BASE TRUSSES SHEATHED) SEE DETAIL A,B4ORC BELOW (TYP.) i2• TOE - •NAIL VALLEY TO SASE TRUSS W/ (2') (.131"X3.0" MIN) TOE NAILS 11 10 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSSS BELOW VALLEY TRUSS RESTS ON 26. DETAIL E{ (GREATER THAN 3/12 PITCH) ATTACH BEVELED. 2x4 CONTINO;US NO.2 SPF TD THE' FACE OF THE ROOF 1N/ TWO (.131")3.0" MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 7x4 W/ (2.) (1311X3:0" MIN) TOE NAILS TOE = NAIL VALLEY TO BASE TRUSS W/ ( 2.) (.131"X3.0" MIN) TOE NAILS DETAIL C (GREATER THAN 3/12 PITCH LESS THAN 6/12 PITCH) NOTES: JUL 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 330" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (BY OTHERS) 3. MAX WEB LENGTH WITHOUTB.RACE (6'-3") WITH BRACE (12'-61') 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL. 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. A [YARNING • Vci j/g design parcunef¢is and'RF4D :TYQTES ON TRIS AND INCLUDED •IDTEK REFERENCE PAGE:kli4473 BEFORg USE. Design valid for use only wiles MRek connectors This derlgn Is based.only upon poiamelers shown, and is for an individual bufdng component. App11c0b511y.of design poromenlers and propel ncorporblJgn of componeril k responsiblfly of bullding designer, not truss designer. Bracing shown h for iglernlslipporl of In'dlviduol web members only. Addilpnallernporory brochig to insure siabl9ly during construcllon h the responslb15Iy of the ereclor. Addllenpl permanent brodng of the overoeslrudure h the respondlbu9y of the building designer. For generel guidonce regarding Iobricalion. quolly conlroL storage• delivery, erection and bracing, consull ANSI/7P11 Quailty Crfl le DSB-B9 and BC5I1 Building Component Solely Inlormallon ovolloble hornTruss Plole Ir1sIIIUIe. 583 D'Onolrlo'.Drive, Madlion, WI 53719. 7777 GreenbadtLane Suite 109 Citrus Heights, CA. 9581 1 1 I 1 II 11 1 11 11 , 11 1 1 11 11 ' 1 11 1 11 1 1 l ll I I( 1 11 1 1 II 11 ,I 1 1 1 1 b BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL ( 24" O.C. ) } ' (24"O.C.) VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS P 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2 ) (.131"X3:0" MIN) TOE NAILS DETAIL A (BASE TRUSSES SHEATHED) SEE DETAIL A,B4ORC BELOW (TYP.) i2• TOE - •NAIL VALLEY TO SASE TRUSS W/ (2') (.131"X3.0" MIN) TOE NAILS 11 10 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSSS BELOW VALLEY TRUSS RESTS ON 26. DETAIL E{ (GREATER THAN 3/12 PITCH) ATTACH BEVELED. 2x4 CONTINO;US NO.2 SPF TD THE' FACE OF THE ROOF 1N/ TWO (.131")3.0" MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 7x4 W/ (2.) (1311X3:0" MIN) TOE NAILS TOE = NAIL VALLEY TO BASE TRUSS W/ ( 2.) (.131"X3.0" MIN) TOE NAILS DETAIL C (GREATER THAN 3/12 PITCH LESS THAN 6/12 PITCH) NOTES: JUL 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 330" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (BY OTHERS) 3. MAX WEB LENGTH WITHOUTB.RACE (6'-3") WITH BRACE (12'-61') 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL. 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. A [YARNING • Vci j/g design parcunef¢is and'RF4D :TYQTES ON TRIS AND INCLUDED •IDTEK REFERENCE PAGE:kli4473 BEFORg USE. Design valid for use only wiles MRek connectors This derlgn Is based.only upon poiamelers shown, and is for an individual bufdng component. App11c0b511y.of design poromenlers and propel ncorporblJgn of componeril k responsiblfly of bullding designer, not truss designer. Bracing shown h for iglernlslipporl of In'dlviduol web members only. Addilpnallernporory brochig to insure siabl9ly during construcllon h the responslb15Iy of the ereclor. Addllenpl permanent brodng of the overoeslrudure h the respondlbu9y of the building designer. For generel guidonce regarding Iobricalion. quolly conlroL storage• delivery, erection and bracing, consull ANSI/7P11 Quailty Crfl le DSB-B9 and BC5I1 Building Component Solely Inlormallon ovolloble hornTruss Plole Ir1sIIIUIe. 583 D'Onolrlo'.Drive, Madlion, WI 53719. 7777 GreenbadtLane Suite 109 Citrus Heights, CA. 9581 VALLEY TRUSS DETAIL NIH/SAC - 19 1 4/26/2004 PAGE 2 OF 2 MiTek Industries, Inc. Western Division BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ W/ USP RT7 OR (2 )16d TOENAILS EQUIVALENT DETAIL D (NO SHEATHING) NOTES: DETAIL E (NO SHEATHING) FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL. BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING•OF•VALLEY TRUSSES (24" 0:C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Page # 15 WARNINO • Dorlfg design pirametere and READ NOTES ON TNIS AND 7NCLUDED MIT KREFERENCE PAOEE Iffi•7473 BEFORE USE. Design valid for use only with Mijek connectors. This design Is based, only upon perorrnelea shown, and is for an Individual building component. Applcati00y of design.parameniers and proper Incorporation of component is responsib@ly of building. designer = not Truss dedgrier. Brodng shown h bilateral support of indMduat web members only. AddillanCitlemporory Wooing lo'Insure stolidly .during cotulruclion h the responslbluty of the ereclbr. Additional permanent bracing of the overall stnrclure Is the responiibllty Of the building 'designer: For general guidance regarding fabricolion. quolty conirot storage, delivery, erection and bracing, consull ANSI/fPI1 Quality Criteria, 056.89 and BCSI1 Building Component Sofetylnformelion available from Truss Plate Insillule, 583 D'Onotrlo Drive, Modrsoh, WI 53719. JUL 2 8 20111 7777 Greenback Lane Suite 109 • CIWs Heights, CA, 9561 0 PURL&N GABLE DETAIL MIUSAD e 12 7/15/2005 PAGE 1 OF 4 THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE • TRUSSES BELOW. SEE DETAIL #2 SEE DETAIL # MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED JACKS O N O 2 M O SEE SHEET 2 OF 2 FOR ALL DETAILS 0 FIRST COMMON TRUSS TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 Page # 16 ® xa • trerjjy desigNDZI n parameters and ItsdD NOTES DN ims ACLUDED M1TEK REFERENCE PACS,41; WARw7473 BEFORE USE, Design valid for use only with MITek connectors. this design a based only upon parameters shown, and Is for an Individual building Component. Applicability of design paramenters and proper Incorporation of ccrnponent h responsibility of building design- not truss designer. Bracing shown Is for lateral supporl of individual web members only. Addlllonal lernporory bracing to Insure slabinly during'cniulrucllori Is the responslblNly of the erector. Addillonat permanent bracing at The overall struclure Is the'responslbttfy of the building designer. Far general guidance regarding fabrication, guppy control sioroge, delivery, erection and bracing, consult ANSI/TPI1 O.uri111y Criteria, 058-89 and BC511 Minding Component m Safety InloraHon available from Truss Plole Institute, 583 D'Onerdo Drive. Madison, WI 53719. JUL 2 8 ?OH 7777 GreenbadiLane'' Suite 109 Cllnrs Heights, CA, 9581 MI ek6 FIRST COMMON PURLIN GABLE \44 H04 . 1 I! 1 i H02 THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE • TRUSSES BELOW. SEE DETAIL #2 SEE DETAIL # MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED JACKS O N O 2 M O SEE SHEET 2 OF 2 FOR ALL DETAILS 0 FIRST COMMON TRUSS TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 Page # 16 ® xa • trerjjy desigNDZI n parameters and ItsdD NOTES DN ims ACLUDED M1TEK REFERENCE PACS,41; WARw7473 BEFORE USE, Design valid for use only with MITek connectors. this design a based only upon parameters shown, and Is for an Individual building Component. Applicability of design paramenters and proper Incorporation of ccrnponent h responsibility of building design- not truss designer. Bracing shown Is for lateral supporl of individual web members only. Addlllonal lernporory bracing to Insure slabinly during'cniulrucllori Is the responslblNly of the erector. Addillonat permanent bracing at The overall struclure Is the'responslbttfy of the building designer. Far general guidance regarding fabrication, guppy control sioroge, delivery, erection and bracing, consult ANSI/TPI1 O.uri111y Criteria, 058-89 and BC511 Minding Component m Safety InloraHon available from Truss Plole Institute, 583 D'Onerdo Drive. Madison, WI 53719. JUL 2 8 ?OH 7777 GreenbadiLane'' Suite 109 Cllnrs Heights, CA, 9581 MI ek6 PURLIN GABLE DETAIL • Mil/SAC o 12 7/15/2005 PAGE 2 OF 4 STEPDOWN HIP TRUSSES 16d NAILS 6" O.C. MITek Industries, Inc. Western Division 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS THE.TOP OF:THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE 1S DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE'BOTTOM EDGE OF THE PURLIN GABLE AL IGNS WITH THE.LEFTJ FACE OF THIS TRUSS AND BEARS ON TOP. ALTERNATE DETAIL ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROVVS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER S% -‘G QJ ON ROOF SLOPES OF 2/12 TO 6/12 ATTACH PURLIN. GABLE WITH• 12).10d. RING:SHANK.OR 16d.COMMO ..IRE NAILS; THESE NAILS MUST.ACHIEVE A 2 INCH MINIMUM PENETRATION INTO THE TRUSS TOP CHORD. IF THE ROOF SLOPE IS' GREATER THAN 6/12'THEN USE A USP RT3 FRAMING ANCHOR OR EQUIVALENT. ALL NAIUNG'SHALL BE DONE IN ACCORDANCE TO APPLICABLE CODES AND STANDARD BUILDING PRACTICES. DETAIL #2 THE PURLIN GABLE DOES NOT ALIGN WITH THE END OF THE FLAB TOP CHORD SECTION. xv ROOF SHEATHING PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 DETAIL #1 CONNECTION OF JACK TO HP GIRDER TO BE DESIGNED BY OTHERS IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER Page # 17 ® IV6RNR, 6 • Varlfy design parametara and READ NOTES ON THIS AND DNCLUDED MITER REFERENCE PAGE 6177-7473 BEFORE USE. Desig9n vafd lor. ie only with Mlfek connector. This desigls Is. based only upon pprame en sh a d Is lot an IndMdual buliding eomponenl. / ppGcabNly of design pardme Lets and proper lncorporoflon ol.componer�pl its respons bWGly: of ing designer - ndt'Iruss desllgner. Brod_�g s own is,TToi taterq sVpport oolf flnndl�lduo1.web members only Add lona lemporaryt acing I4 rsfure, tab! ly duriri cdnslrucllon 151he respanslblWty of the eredor:"-Addllio ql pe ananent' - oho_ of the overcll structure the respo7�slb0ty of the Audi; designer. r general guidance regard ng tobricatIon, qua8y control. staroge, delivery, eredion'and bra ng, consult ANSI/TPI1 Quality Criteria. TISB.89 and BCSII Building Component Salety Intonrtalton avallable from Truss Plate tnsIllute, 583 D'Onolto Drive, Madison, WI 53719. Lx FIRST COMMON. JUL 2 8 2011 7777 Greenbads Lana Suu 109 CIUus Helghls, CA, 9561 MiTek* PURIJN. GABLE DETAIL . MlI/SAC m 12 7/15/2005 PAGE 3 OF 4 JACK TRUSS CONNE TION BY OTHERS • PURLIN GABLE MITek Industries, Inc. Western Division \ PURLIN GABLE 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS DETAIL#..1 SUPPL /8" MIN 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS HP SET TRUSS DETAIL #2 SUPPL. Page #18 JUL 2 3 2011 ® WARNING • Verify design parameters and READ NOTS9 ON TIES AND INCLUDED M/7F.$ REFERENCE PAGE MD:7473 BEFOR8 USE. Desi n valid f use only wllh MiTek connectors. � deslg Is ba ed only upon parame ets shown grid Is f an Individual building component. Appplleobllily.ot design poramenlers and proper incorporation'0J compone IIs respons bMIy of balding' designer -:not tura designer. Bracing shown Is Tor + JalerafrssVy por4t o ndlvidu web memkers onl: Addllona temporaryking lo �iure stability durtng cconslnicllon Is the resporislbl01ly of the erector; AddUIIondl permanent bracing of_the overallslni lure, s the and 0 of the bu ng designer:. r ge erdl guidance regard ng fdbrlcallon; quality control storage, del cry, erection and bracing, consult ANSI/1711 Quatlty'Crlleifa, DSB-69 and BCSIT Building Component Salety Iritorma9en avolloble from Truss Plole Instil We. 533 D'Onotrto Drive, Madison. WI 53719. 7777 Greenback Lane Suite 109 CIWs'I1elghts, CA, 9581 PURLIN GABLE DETAIL MU /SAC m 12 7/15/2005 PAGE 4 OF 4 16d SINKER OR 16d BOX TYPICAL PURLIN GAB1` LAST HI 1-4 2-0-0 MAX MITek'.industries, Inc. Western Division RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS DETAIL #3 SUPPL. • ,2 TIGHTLY SET JOINT 9 d PURLIN GABLE HIP SET TRUSS DETAIL#4 SUPPL. ROOF SHEATHING AND DIAPHRAGM NAILING BY OTHER ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP DETAIL #4A S PPL. Page # 19 A. WARNING • Der(jy dealgn parameters and READ NOTES ON THIS AND DJCLUDED hIITEIC RSFERENCS PAOE MIT•7473 BEFORE USE. corpADppesi oybdIordelopnplyaw1a1hmeM1Tleseoonndpe000rln*.deororbnboemonly po I prosornestety hdotwngd hdognneIrn-d!,volnnsbdledng eoBmrg ne h ownh for5ou po�l opiwebrnemmbbea ony. Addhonotomporal; brTaocing toInsu9 ytadurhgconsinrcllon Ishe responsiy of theeiecior, Additional prmarfenbrocIrgolthe overo0slrucure,the respomlblltIyy of thebulldtnggigner. or general gul�ahce regardngtabrlcalon, quay control. sloroge'.deNery, erection and bra g, consdll ANSI/TP11 Qualify Mena, 058.89 and BCSI1•Building Componenl Soley Irdorma8dn available from Truss 'Plole.lnslitule, 583 D'Onotdo Drive, Madison. WI 53719. JUL 2 8 201V 77777 Greenback Lane Citrrlus Heights, CA, 8561 • r QUIiTek' STANDARD GABLE END DETAIL 1 MII/SAC - 20 4/27/2004 PAGE 1 OF 2 4x4 = aillikk *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL 1X4 OR 2X3 (TYP) VARIES TO COM.I 12 —i TRUSS 6' 3" I 1 " CONT. BR SPAN TO MATCH COMMON TRUSS 1- .N VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SECTION. A -A LOADIN(psf) TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD OTHERS • SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC 2 X 4 DFUSPF/HF - No.2 2 X 4 DFL/SPF/HF - STUD/STD 2 X 4 DFUSPF/HF - STUD/STD SHEATHING (BY OTHERS) MiTek Industries, Inc. Western Division �4 1 24" MAX 2X4 LATERAL. BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24" O.C. (MIN.) TOP CHORD NOTCH. DETAIL END WALL 24' O.C. TYP IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-O" 2 - 1 6d 7'-0" - 8'-6" 3 - 1 6d OVER 8'-6" 4 - 1 6d ,j MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRA 12 INCH O.C. 6-7-0 13-2-0 11-0-0 16 INCH O.C. _-_-1) 4-8-0 1-4-0 • q-4-0 92=6=0 7-9=0 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST , EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF B'-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Page # 20 ® WARNING • Verify design parameters end HEAD NOTES ON TRIS AND INCLUDED (BITER' REFERENCE PAGE MII-7473 BEFORE USE. Design void for use only with MiTek connectors. This design b based only upon paramelers shown. and Is for an Individual building component. Applicability of design pararrmenlers and proper Incorpomllon of component Is responslbIGiy of building designer - nol Iruss designer. Bracing shown is tor lateral support of IndMdual web members only. Additional temporary bracing lo Insure stability during construction is the responslbligly of the erector. Addlllonal permanent bracing of the overall structure b the responslbWly of the building designer. For general guidance regarding fabricallon, quality control, storage, delivery, erection and bracing, consul) ANSI/PIT Quality Criteria, 056.99 and BC511 Building Component Safely Information available from Truss' PloIe Inslltule. 583 D'Onelrto Drive, Madison, W1537I9. JUL 2 8 2011 7777 Greenback Lana Suite 109 Citrus Heights, CA, 9561 STANDARD GABLE END DETAIL MITI/SAC - 20 4/27/2004 PAGE 2 OF 2 2- 10d ('TYP) SIMPSON A34 OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK // r'S' +45° GABLE END 6'-3" MAX TO BEARING WALL STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK "2X4 STJD OR BTR SPACED @ 5'-0" O.C. SHALL BE PROVIDED AT EACH END OF BRACE EXCEPT FOR BRACE EXTENDED INTO T-iE CHORDS & CONNECTED TO CHORDS W/4- 10d NAILS. MAX. ENGTH = 7'-0" -- STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE. BRACING DETAIL CC46433 EXP. 3-31-13 CIVIL/ NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. oi>`(11§-71°R8MIALI-°(;PREEdigE11\112PET-1, EH 4- 10d NAILS JUL 2 8 2Ot EACH VERT. STUD WITH 2- 10d TOE NAILSTHE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 21 ® I.4.RJ' NG•9er(%y.design pdramelers and ltEAD NOTES ON TICE AND INCLUDED MIT.KP FFJtENCE PAGE niirr.74t3 BEFORE USE. • Design void lot use only with Mink connectors. This design h based only upon paromelers shown, and Is lot an Individual building component. App9cabifly of design paramenlen and proper Incorporation of component k responslbllly of building designer - nol truss designer. Bracing shown Is lot lateral support of Individual web members only. Addllional temporary bracing sl cing lo Insure abl9ly. during Construction Is the responsibIl1ly of the ereclor. Addi tont penn8nent bradng of the overall slrndure Is the responsibNty oI the building designer.'For general guldonce regarding labricalion, qua9ty conlroL storage, delivery, erection and brddng, consull ANSI/IPII avoilty Crlleda, DSB.89 and BCSI1 Building Component Solely Information avolioble from Truss Plate Inslllute, 583 D'Onolrio Drive, Madison, WI 53719. 7777 Greenback Lane Sults 109 Cllrus Heights. CA, 9501 M ek IREPLACE A KISSING STUD. ON A GABLE TRUSS" MH/SAC - 27 1 11/18/2004 [PAGE 1 . Mitek industrles, Western Division • 1. THS 1$ A SPECIFIC REPAIR DETAIL TO BE USED ONLY rolz:fTS ORIGINAL INVITION..1111$,FTPAIRDOES•NQT IMPLY THAT 1:1,1. REMAINING PORTION QF ThE ..,.TALA,S*UNOANIA0gb. .6iTin.:TRyss.j.tAi..1_ INSPECTED TO VERIFY IsiONO'OJFiTHEfz REPAIRS ARE REQUIRED. WHEN THE REQUIRED • APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING • • • • • 2. ALL: M.0441RA:rvit4§T.-P_Fg.FRANP.T07.(1.E113 BEFORE IN PLACE DURING APPLICATION OF REPAIR. 3. THEENOQ1StAN:W.1,11ETANP, AND SPACING OF NAILS SHALL BE • SUCH AS TO AVOlospurrirgo,Op TRE, Mob. 4. WHEN NAI1-1N00A0.$„GR GUSSETS,TH USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES A THE ORIGINAL (CUT TO FIT TIGHT) 12" LE ATTACH 8"X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE rACE OF TRUSS WITH FIVE 6d NAILS(.113" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B ORPL`(1NOOD. SEE MITEK STANDARD GABLE END. DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING 40-10-0-10 (MAX) LOAD DURATION FACTOR : 1.15 SPACING : 24" 0.0. (MAX) TOP OHORE) : 2X 4 Olk 2X 6 (NO 2 MIN) PITCH : 3/12 - 12/12 BEARING : CONTINUOUS STUD 8PACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES • . . Page # 22 pcu•-• On- :*i.4 *id .1*D NOTES OW 27174AW19.714407/0 i47tik./307-itiikA 7,/StiE..i4d.947; BkFou . . Tfeilga valid for use Onlyyfilli.W1* ThIs Is based only upon parameters shown: and Is for an Individual butidIng componenl. AatgdabtiIfi of deslatiNiktrnerslers and Prbber iii*Porational aernaonen1 s resportslligli al.buttding designer - not 'fuss designer. tircicing shown is'101•Adlerpl svpgard Of IridlyIdvaI web Membersonly. Addiflonal leMparapy bracing la insure slabilIty'clurtna pansiruClian ls he responsibtgly cil the erealer: A:601/0a! deMianehl biacing °Ube 0906901Jc** Is the reSatinilblaly.af Ihe by11dIng deSIgner.f* general guidance regarding . fabiigallantiaShi central.: doroge, defvety, erection and biedlrig, consult ANSI/7711 Clvatily Cillerle;'D59.89 and BCSII Building Component SatelyfrifonnatIon avallable Irani Thin Male Initiltite, 583 b'Onotilo Drive. Madiscin. WI 53719. COMMON JUL 2 8 2011 .7117 GitseiibiCkLihe Suite 109 • ' • Cltius HeIghL. CA, 9561 REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2004 PAGE 1 MITek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF.THE TRUSS IS.UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TOAVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL BREAK AT ANY LOCATION ON WEB 12" • • I` ................................................. fig �:�i�:....-... o ................................................. . G =LE ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 10d NAILS (.120" MIN X 3") SPACED 6" O.C. ANDA CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR : 1.15 SPACING : 24" TOP CHORD : 2X 4 0R 2X 6 (NO 2 MIN) PITCH : 3/12 -12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 A WARNING • Ver(f p design parameters' and RSA D NOTES ON THIS AND INCLUDED M77ER REFERENCE PAGE 161 447.4. EEPORA USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an Individual building componenl. Applicability of design paromenters and proper Incorporallon of component Is responsibility of building designer • not Iruss designer. Brodng shown Is'lor iale'ral supporl of Individual web members only. Additional temporary bracing lo Insure stability during construcllon Is the responsibl@ly of the erector. Addlllonal permanent bracing of.lhe overall structure Is the responsibility of the bullding designer. Fargenergl guidance regarding fabrication, quafly control, storage, delivery, erection and bracing, consul ANSI/TPI1 Quattly Criteria. 056-89 and BCSI1 Building Component Safety Information available Irom Truss Plate InsIllule, 58.3 D'Onolrlo Drive, Madison. WI 53719. COMMON JUL 2.8 21M 7777 GieenbackLane Suite 109 Citrus Heights. CA. 9561 REPAIR TO REMOVE CENTER 29 STUD ON A GABLE TRUSS Mil/SAC m 1 1/1 8/2004 PAGE 1 MITek Industries, Inc. Westem Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO. VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. MAXIMUM STUD SPACING = 24° O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO. BE DISTURBED. NO REPAIR NEEDED. ..�.i l�iii�•i ������i-i••��ii �'iiiiiH�iii iii��.'i-'iii-i� r ♦ . ��o❖��o��������•�r1���o•��•o��.�•�oo•�.�.�.•���s��•��1�.�����1�� ����.�.•����•���ro.���••o��000••0•�1�•��•��•�r�••��.:�.�.s.�•�.�.�.�.�.�.�.�.•..�.•.�.s�.:%.•.�.�•�.°.�>.�.�.�i�.�.�.�.�•�.� OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. ITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord Toads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) - DURATION FACTOR : 1.15 SPACING : 24" MAXIMUM TOP CHORD : 2X 4 OR 2X 6 (NO 2 MIN) PITCH : 3/12 -12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 24 COMMON JUL 2 8 2011 ® WARNING • Verify dthign parameters and READ NOTES ON IRIS AND INCLUDED NIFIEE REFERENCE PAGE k (.7473 BEFORE USE. Design valid for use only wllh Mtfek connectors. This design h based only upon parameters shown, and h for en Individual building component. Appfcablfly of design pparamenlers and proper Incorporollon of cornponenl Isresponilbl5ly of building designer - nol Inas designer. Bracing shown Is for lateral support of'Indlvidual web members only. Addlllonal temporary bracing to Insure stability during construction Is the responsibBOly of the erector. Addlllonal permanent bracing oI the overall structure is the responsibl]lly of the building designer. For general guidance regarding tabricallon, quoply control sloroge, delivery, erection and bracing, consul] ANSI/0'11 Quality Criteria, 059.99 and BCSII Building Component Solely Information available from Truss Male Institule, 583 D'Onolrlo Drive. Madison, WI 53719. 7777 Greenback Lane Suite 109 Citrus Helghls, CA, 9501 REPAIR TO NOTCH 2X6 TOP CHORD ON A GABLE TRUSS I!lIII/SAC = 30 11/18/2004 PAGE 1 MiTek Industries, Inc. Western Division 1. THIS ISA SPECIFIC- REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO: FURTHER REPAIRS.ARE:REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HEW IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MOST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. • o 11th F- u 2_ C9 Nel 22 *MAXIMUM STUD SPACING = 24" O.C. 12" GA@LE f 8 8 8 $ �E OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. E MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. PORTANT • This repair to be used only with trusses (spans Tess than 501 spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord Toads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR : 1.15 SPACING : 24" MAXIMUM TOP CHORD : 2X 6 (NO 2 MIN) PITCH : 3/12 - 12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES e Page # 25 A. WARNING • Verify destgn pararhaters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE FAQE EDT -7478 BEFORE USE. Design valid for use only with MiTek connectors. Thls design Is based only upon parameters shown, and Is for an Individual building componenl. Appca fbl 1y of design pararnenlers and proper Incorpoiallon of component k responslbNly of building designer - nol Inns designer. Bracing shown is for lateral support of Individual web,rnembers only. Additional temporary bracing lo Insure stabPrty during construction Is the responsibll8ly of the erector. Additional permanent bracing of the overall slructure Is the responsibility of the building designer. For general guldonce regarding fobdcalton. quolly control, sloroge, defvery, erecllon and tiracing, consul! ANSI/TPII tonality Criteria. 056-69 and BCSII'Bultding Component Safely Informallon available from Truss Plole Institute, 583 D'Onotrto Drive, Modkon, WI 53719. 41/4' COMMON JUL 2 8 2011 7.777 Gieenback Lane Suite 109 alms HelghLs, CA, 9561 MiTek REPAIR TO. NOTCH 2X4 TOP CHORD ON A GABLE TRUSS IVIII/SAC = 31 11/18/2004 PAGE 1 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. MITek Industries, Inc. Western DIvIsion LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d (3° X 0.131°) NAILS SPACED 6" O.C. *MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. PORTANT is repair to be used only with trusses (spans less than 50') spaced 24 o.c. maximum, having pitches between 3/12 and 12/12, total top chord Toads Tess than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) DURATION FACTOR : 1.15 SPACING : 24" MAXIMUM TOP CHORD : 2X 4 (NO 2 MIN) PITCH : 3/12 - 12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES a Page # 26 JUL 2 8 2011 IVARNDIO • Vai{rg design parameters andREAD NOTES ON TRIG AND INCLUDED 6IITER REFERENCE PAGE 117.7473 BEFORE USE. Design valid for use only with MIfek connectors. This design Is based only upon poramelers shown, and Is for an Individual building component. Appllcobllliy of design parameniers and proper Incorporation of component Is responslb0ly of building designer - nal Truss designer. Bracing shown b for lalerol support of IndMdual web members.only. Additional lernporary bracing lo Insure slabl0ty during consirucilon Is the responsdbMiy df the ereclor.. Addillonoi permanent bracing el the overall structure Is the responslbl0y of the building designer.for general guidance regarding . fabrication. quofly conirol storage, delivery, erection and bracing, consull ANSI/TNT Quality Criteria, DSB-89 and BCSII Building Component Sorely Information available from Truss Place leslllule, 563 D'Onofrto Drive, Madison. WI 53719. 7777 Greenback Lana Suite 109 ClInrs Heights. CA, 9581 M iTek° STANDARD REPAIR DETAIL 25% MII/SAC - 21A 5/3/2004 PAGE 1 DF SPF HF MiTek Industries, Inc. Western Division OTAL NUMHBER O� liNAILS EAC SIDE OF BREAK' X INCHES 24" MAXIMUM FORCE (lbs) 25% LOAD DURATION gyp DF SPF HF 2x4 I 2x6 2x4 2240 2x6 3360 2x4 2065 2x6 3097 2x4 1750 2x6 2625 2x4 1785 I 2x6 2677 14 21 18 27 30" 2880 4320 2655 3982 2250 3375 2295 I 3442 1 22 33 36" 3520 5280 3245 4867 2750 4125 2805 3315 1 3825 I 4207 J 4972 1 5737 I I 26 39 42" 4160 6240 3835 5752 6637 3250 3750 4875 1 5625 30 , 45 48" 4800 7200 4425 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C JUL 2 8 2011 BREAK • 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE Page # 27 6" MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. k RrARMNG • Verify design paionu rcrs and READ NOTES ON TKIS AND INCLUDED ATTTER REFERENCE PAGE 1157.7473 BEFORE USE. 17777 Greenback Lane Design valid for use only with MiTek conneclors. This design is based only upon paromelers shown, and is for on individuoi building component. I Suite 109 Applicability of design poramenlers and proper Incorporalion of componenl is responsibitily of building designer - nol Truss designer. Brocing shown I Citrus Heights, CA. 9561 is for lolerol support of individual web members only. Addifionol temporary bracing to insure stability during construction is the responsiblllity of the erector. Addilional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding i lobricolion. quality control, storoge, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, 17SB-89 and BCSI1 Building Component Safety Information ovoilable from Truss Plale Instilule. 583 D'Onolrio Drive, Madison. WI 53719. MiTek I FALSE BOTTOM CHORD FILLER DETAIL MII/SAC m 1 3/10/2004 PAGE 1 ETES: TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION ALT. BEARING" FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUM Z' FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2'-0" LONG 1 _ 48" TYP ER" SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131"X3.0" MIN) NAILS @ 4" O.C. 2 ROWS. MiTek Industries, Inc. Westem Division MAX 3-0-0 EXTENSION x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-I0a COMMONS (TVP) FILLER VERTICAL STUD 2X4 STD OR BETTER LUMBER 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4/12 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 JUL. 2 `' ?011 ® WARNIN0. Verify. dnslgn paranletere grid READ NOTES ON TMS AND INCLUDED MITER' REFERENCE PAGE Ida -7473 BEFORE UBE. Design veld for we only wllh Mitek connectors: This design Is based only upon poramelers shown, and IS for on Individual building component. Applcabmty of design ppaaromenteri and proper Incorporollon of component Is retponslbWly of building designer- not truss designer. Brocing shown is toroLateral support of Indtvldual web members only. Addlflonellemporary bracing lo insrire siobifly during Construction h the responsiblmty of the erector. Addltlonal permanent bracing of the overa0 structure Is the'responslb101y of thebullding designer. For general guldcnce regarding fabricallon, quality control storage, delivery, erection and bracing, consutl ANSI/T911 Quality Cdieria,'o5B-89 and BCSII Building Component Saleiy Information available from Truss Plate Insliluie, 583 D'OnoGto Drive, Madison, WI 53719. 7777 Gri3eribecti Lana Sults 109 'Citrus Heights, CA. 9561 MiTek® OVERHANG REMOVAL DETAIL MII/SAC - 5C 12/6/2005 PAGE 1 TRUSS CRITERIA: LOADING: 25-18-0-10 (MAX) DURATION FACTOR: 1.15/ 1.25 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2; NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 212 LINE OF REMOVAL f IITek Industries, Inc. Western Division (L) 36" MAX REMOVED REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 29 JUL 2 8 2011 ® W4RNLJO • Var(/g dealgn parametars and REM NOTES.9N TRIS AND fN01.UDSD h917EE REFERENCE PAGE MD 7473 HEFORE 1165. Design vapd for use only Willi Mlfek connecldrrs.. This design Is based only upon pardmelers shown. and b for on Individual bulding,00mponent. Applicab5ly of deslgn pPomrnenters and proper lncurpoiallori of colriponant a respondbility of building designer= not truss designer. Brozing shown Is for loleral su port of IndMdool web members Only. Additional lemporary groping Io Insure Mobility during eonsfnrellon Is !herespdnslbigly of the erector. AddlIIlonal permanent broeing of the overall structure Is the responsibility of the building designer. For general guldance regarding (obligation, quality control storage, delivery, erecllon and brocing, consuli ANSI/1711 Qusi!fy Criteria, D5B•89 and BC511 Building Component Solely Information avd9able Isom Truss Male Ins111ule, 583 D'Onohi Drive. Madison, WI 53719. 7777 Greenbaciclane See 108 Cilrus Heights, CA. 9581 MITI® y 1 SCAB APPLIED OVERHANGS MII/SAC m 5 3/25/2004 f PAGE 1 TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. MITek Industries, Inc. Western Division NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED@'6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF -NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. SCAB 12 2-12 (L) 24" MAX 2.0 x L) 24" MIN REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 30 ® WARNING - Varify design p'aramctory and RF.6D NOTES ON TDIS AND INCbOD8W T E REF R*CE PAGE MZf--7473 BICFORE USE. Design vdfd for use only with MYek connectors. Thb design is bused only upon parameters shown, and h far an Individual building component. Applca6101y of design ppbrornenters and proper Incorporallon ol component b responsIbll]ty ol building designer- not Irusi,designer. Brocing shown b for totem! support al individual web members only. Addlllonal lemporory brodng c ng 10 Insure slabNty during h1he.responslbWly of the mo erector. Addlllonal pernenl bracing of the overall stricture is the responslblllly of the buildingcdeslgner. For general guidance regarding Iabrlcallon, quay control sioroge, dei very, erection and bracing, consul] ANSI/TPt1 Quality Galeria. 055.89 and BCSI1 Building Component Salely Information avolloble from Truss Piole Inrtllule. erection, Drive, MadLron, WI 53719. JUL 2 8 201'1 7777 Greenback Lane Suite 109 , aims Heights, CA, 9581