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AR (05-4343)54295 Avenida Madero 05-4343 P.O. BOX 1504 . 478-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description Property Zoning: Application valuation: Applicant: 05-00004343 54295 AVENIDA MADERO 774-231-018-3 -000000- ADDITION - RESIDENTIAL' COVE RESIDENTIAL 21908 Architect or E 4 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: PETERS KEVAN 0 54295 AVENIDA MADERO LA QUINTA, CA 92253 Contractor: SIPES ENTERPRISES PO BOX 1392 BALBOA, CA 92661 (951)659-3378 Lic. No.: 849947 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 12/14/05 44 ----------------- ----------------------------------------------------------------------------- LICENSED 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: B License No.: 849947 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 70001 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 ($500).: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is riot 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.). ( 11, 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.). ( ) I am exempt under Sec. , B.&P.C. for this reason ate y O ner: / ONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that t re 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: /V '/tr LQPEPUMIT 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 EXEMPT Policy Number EXEMPT 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 a workers' compensation provisions of Section 3700 of the Labor CodWforthwit ply with those provisions. Z yw plicant WARNING: FAILURE TO SECURE 4KERS'COLZAATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMPENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT 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. 1 certify that I have read this application and state that the above information is correct. I agree to comply with all city and ounty ordinances and state laws relating to building construction, and reby authorize representatives oft ' county to enter upon t e above-mentioned property for ection ses. Date l'l ature (Applicant or Agent): Application Number . . . . . 05-00004343 Permit . . . . . . BUILDING PERMIT Additional desc . Permit Fee . . . 225.00 Plan Check Fee 146.25 Issue Date . . . . Valuation . . . . 21908 Expiration Date 6/12/06 Qty Unit Charge Per Extension BASE FEE 45.00 20.00 ---------------------------------------------------------------------------- 9.0000 THOU BLDG 2,001-25,000 180.00 Permit . . . MECHANICAL Additional desc . Permit Fee . . . . 39.50 Plan Check Fee 9.88 Issue Date . . . . Valuation . . . . 0 Expiration Date 6/12/06 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 . . . ELECT - ADD/ALT/REM Additional desc . Permit Fee . . . . 28.41 Plan Check Fee 7.10 Issue Date . . . . Valuation 0 Expiration Date 6/12/06 Qty Unit Charge Per Extension BASE FEE 15.00 383.00 -------------------------------------------- .0350 ELEC NEW RES - 1 OR 2 FAMILY -------------------------------- 13.41 Permit . . . RE -ROOF - Additional desc . Permit Fee . . . 30.00 Plan Check Fee .00 Issue Date Valuation . . . . 0 Expiration Date 6/12/06 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 30.00 Permit . . . PLUMBING Additional desc . . LQPERMIT Application Number . . . . . 05-00004343 Permit .. . . . . . PLUMBING Permit Fee . . . . 51.00 Plan Check Fee 12.75 Issue Date . . . . Valuation . . . . 0 Expiration Date 6/12/06 Qty Unit Charge Per Extension BASE FEE 15.00 5.00' 6.0000 EA PLB FIXTURE 30.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 ---------------------------------------------------------------------------- Special Notes and Comments 383 SF. ADDITION & RE -ROOF ---------------------------------------------------------------------------- Other Fees . . . . . . . . . ENERGY REVIEW FEE 14.63 STRONG MOTION (SMI) - RES 2.19 Fee summary Charged ---------- Paid Credited ------- -- ---------- ---------- Due ----------------- Permit Fee Total 373.91 .00 .00 373.91 Plan Check Total 175.98 .00 .00 175.98 Other Fee Total 16.82 .00 .00 16.82• Grand Total 566.71 .00 .00 566.71 LQPERA11T 4 Bin# City of La Quinta Building & Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quin CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: 54zqsAvera t6,1 MAb6gb Owner's Name:E!/ / cTE 5 A. P. Number:x%711 .7 01 g Address: Legal Description: City, ST, Zip: Contractor:D)Telephone: Address: S _ 3 ] oJ rroject Description: City, ST, zip: i'(D✓ " /A5Te ,*7 f t`it1C AQC—E Aa 6 E Telephone: State Lic. # : p q O 3% ' City Lic. #: LIQ F-Wt/vi4r p F I (x.: Arch., Engr., Designer: 1A M R05 ES tGrJ I:Qvi ES Address: City, ST, Zip: Lq Qu ,l e q - Telephone: q 17 - 1—;?-- State Lic. #: Name of Contact Person: ✓ N E-P—s Construction Construction Ty !!! Occu anc P Y: Project type trcle one): w Add'n Alter Repair Demo q. Ft.: S 3 #Stories: #Units: Telephone # of Contact Person: Estimated Value of Project: jB Ott D APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets O Plan Check submitted 1 Of7 Item Amount Structural Calcs. Reviewed, ready for corrections -4> /D Plan Check Deposit Truss Calcs. tT Called Contact Person Plan Check Balance Energy Calcs. A Plans picked up 90flItAConstruction Flood plain plan Plans resubmitted / 03 Mechanical Grading plan 2nd Review, ready for correctio su Electrical Subcontactor List Called Contact Person f2112; Plumbing Grant Deed Plans picked up, S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees 14047744RGTo2 i/o !D : AI&WD AW00,m , uc za.c, O,Q zi/ t4.O.sS G /226uTC.s'7 AT /Gcz 1 4Z4" i'rr anVIAZA. l 2eAdy N &-6 7 ANNA YrC tyA —aK 64Y?ncTo2 lee C✓a , ,/ ei .. Notice: Document Cannot Be Duplicated Date 7/20/00 No. 20750 Desert Sands Unified School District 47-950 Dune Palms Road La Quinta, CA 92253 760-771-8515 CERTIFICATE OF COMPLIANCE APN # 774-231-014 Jurisdiction La Quinta Owner NameMr• Kevan Peters Permit # No,,_54=295 Street Avenida Madero Log # City La Quinta Zip 92253 Study Area Tract # Lot # Square Footage 118 Type of Development Single Family Residence No. of Units 1 Comments to existing Kitchen 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 or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPT i T!, -This certifies that school facility fees imposed pursuant to Government Code 53080, in the amoulnof 0.00 X 118 or $ 0.00 the property listed above and that buildingfi permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued T: v". Fees Paid By n/a Telephone 349-3378 Name on the check By Dr. Doris Wilson Superintendent Fee collected /exempted by Sheryl Simmons Exempt r Signatu Check No. n/a IOTICE: Pursuant of Assembly Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified bove will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to ollect them on the District('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting 1 14 I - TITLE 24 REPORT I 0 Title 24 Report for: Peters Residence 54-295 Avenida Madero La Quinta, CA Project Designer: Report Prepared By: Joan D. Hacker Insu-form, Inc. 41-921 Beacon Hill, Suite A Palm Desert, CA 92211 (760) 779-0657 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Job Number: DAT BY o«rte Date: 10/20/2005 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 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.0 by EnergySoft Job Number: User Number: 2655 TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary Form WS -5R Residential Kitchen Lighting HVAC System Heating and Cooling Loads Summary Room Load Summary 1 2 3 7 9 10 12 r EnergyPro 4.0 by EnergySofl Job Number User Number: 2655 Certificate Of Compliance: Residential ❑ Addition (Part 1 of 3) CF -1 R PPtPrs Residenre Project Title ft2 ❑ Multi Family 10/20/2005 Date 54-295 Avenida Marlpro I a Qi lintel ft2 Building Front Orientation: (East) 90 deg Project Address 0 ft2 Fuel Type: Building Permit # _Insii-form Inr. Slab on Grade Area: 1,993 (760) 779-0657 Fenestration: Documentation Author Average Ceiling Height: Telephone Plan Check/Date Fnt-rovPro Compli nce Method 218 ft 2 Avg. U: 0.65 15Field Climate Zone Check/Date Source Energy Use Standard Proposed Compliance SHGC: 0.55 (kBtu/sf-yr) Design Design Margin INFORMATION Space Heating 13.45 11.30 2.15 Space Cooling 125.91 123.26 2.65 Fans 17.65 17.33 0.32 Domestic Hot Water 11.53 16.62 -5.08 Pumps 0.00 0.00 '0.00 Totals 168.55 168.51 0.04 than 0% Building Type: [X—] Single Family ❑ Addition Total Conditioned Floor Area: 1,993 ft2 ❑ Multi Family [X-1 Existing + Add/Alt Existing Floor Area: 1,612 ft2 Building Front Orientation: (East) 90 deg Raised Floor Area: 0 ft2 Fuel Type: Natural Gas Slab on Grade Area: 1,993 ft2 Fenestration: Average Ceiling Height: 8.0 ft Area: 218 ft 2 Avg. U: 0.65 Number of Dwelling Units: 1.00 Ratio: 10.9% Avg. SHGC: 0.55 Number of Stories: 1 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Adriitinn Living 7nne Floor Area Volume 481 1nn48 1 9 896 Units Zone Type Type n 19 rnnriffinnPri SethaGk nn 81 rnnditinn d Sethark Hgt. —2 -2 Area n/a nhi OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Wall Wnnd 197 n 11n R_11 R -n n -go Wall Wood 375 n 110 R_11 R -n 0 18n _A Wall Wnnd 744n 1 n X11 R -n a 97n -qn Wall Wnnd 406 0 110 R_11 R -n n _n P Ronf Wood 381a 051 _B_19_ R -n 0 _ gn Wall wood ;nn BIZ R_11 R -n 0 gn _ Q nnnr Nnna 7n 1450 Nona R -n n _gn an AL1//311— Wnnd Inn nun R_11 R -n Qgn 9Il Wall Wnnd 358 n 11 n R_11 R`n 0 Ian gp Wall Wnnd 300 Olin R_1l _g- n Asn gn Wall Wnnd son n 11n R_11 8110 7n an Wall Wnnd son nun R_11 R -n n 7n cin Wall Wood 7s8 n 110 R-11 R -n 0 _n -9 Roof Wond 1 619 n 051 R_19 R_0 0 Via_ n Gains Condition Y / N Status JA IV Reference Location / Comments ® ❑Naw 09-A7 Arlditinn ® ❑New 09-A7 Addition ® ❑New 09-A7 Addition ® ❑New D9 -A9 Additinn ® ON, 09-A5 Addition ® ❑Existing 09-A7 Living 7nne ® ❑Mew 78-A1 I iving 7nne ® ❑Ramnved 09-A7 Living 7nne ® ❑Existing 09-A7 Living Zone ® ❑Removed 09-A7 living 7nne ❑Fxisting 09-A7 I iving 7nne DlI ❑Remnvad 119-A7 Living 7nne 1 1 ❑Existing_ 09-A7 Living 7nne QFAsting 07-A5 living lone EnergyPro 4.0 by EnergySoft User Number: 2655 Job Number Page:3 of 13 Certificate Of Compliance: Residential (Part 2 of 3) CF -1 R Peters Residence 10/20/2005 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factor' SHGCZ Azm. Tilt Stat. Glazing Type Comments _J_ 2 Window Front Window Front (Fast) 187 n sao NERC J13Z NERC i_ __qD_ New Sierra Pacific Windows & Doors Addition (East) 24.0 0.390 NFRC 0_37 NFRC 90 90 New Sierra Pacific Windows & Doors Addition 3 Window Rear (West) 12.0 0.390 NFRC 0_37 NFRC 270 90 New Sierra Pacific Windows & Doors Addition 4 Window Rear (West) 4.0 0.390 NFRC 0_37 NFRC 270 90 New Sierra Pacific Windows & Doors Addition 5 Window Rear (West) 16.0 0.390 NFRC 0_37 NFRC 270 90 New Sierra Pacific Windows & Doors Addition 6 Window Right (North) 24.0 0.390 NFRC 0.37 NERC 0 90 New Sierra Pacific Windows & Doors Addition L Window Front (East) 30.0 0.870 NFRC J12D NFRC _90 _90 New Double Wl Uncoated Default Living Zone 8 Window Left (South) 14.0 0.870 NFRC 0_70 NFRC 180 90 New Double Mtl Uncoated Default Living Zone 6 Window Left (South) 3.0 0.870 NFRC 0.70 NFRC 180 90 New Double Mill Uncoated Default Living Zone JR Window Rear oNest) 40.0 0.870 NFRC JJU NFRC 270 _90 Removed Double Mtl Uncoated Default Living Zone 11 Window Rear est) 40.0 0.870 NFRC 0.70 NFRC 270 90 Removed Double Mtl Uncoated Default living Zone 12 Window Right (North) 4200 0.870 NFRC 0_70 NFRC 0 90 New Double Mtl Uncoated Default Living Zone 13_ Window Right (North) 30.0 087 NFRC JJZ0 NFRC _ 0 -20- New Double Mtl Uncoated D fa It A-Mna Zone 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B INTERIOR AND EXTERIOR SHADING Area Thick. Heat Inside Condition Location/ Window (so (in.) Cap. Cond. R -Val. Overhanq Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0.76 7.0 2.8 2.0 0.1 2.0 2.0 2 Bug Screen 0.76 4.0 6.0 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 2.0 2.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 2.0 2.0 2.0 0.1 2.0 2.0 5 Bug Screen 0.76 4.0 4.0 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 4.0 6.0 2.0 0.1 2.0 2.0 7 Bug Screen 0.76 5.0 6.0 2.0 0.1 2.0 2.0 8 Bug Screen 0.76 3.0 4.0 2.0 0.1 2.0 2.0 9 Bug Screen 0.76 1.0 3.0 2.0 0.1 2.0 2.0 10 Bug Screen 0.76 1.0 3.0 2.0 0.1 2.0 2.0 Ti Bug Screen 0.76 1.0 3.0 2.0 0.1 2.0 2.0 12 Bug Screen 0.76 7.0 6.0 2.0 0.1 2.0 2.0 13 Bug Screen 0.76 5.0 6.0 2.0 0.1 2.0 2.0 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (so (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Insulation Condition PERIMETER LOSSES Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 18 None No Insulation 26-A1 New Addition Slab Perimeter 52 None No Insulation 26 -At Existing Living Zone Run Initiation Time: 10/20/05 17:38:15 Run Code: 1129855095 EnergyPro 4.0 by EnergySoft User Number: 2655 Job Number: PageA of 13 Certificate Of Compliance: Residential (Part 3 of 3) CF -1 R Peters Residence Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? 10/20/2005 Project Title No Living Zone Ducted Ducted Attic 2.1 Existing No Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type Addition Split Heat Pump 7.80 HSPF Split Heat Pump 12.0 SEER New Setback Living Zone Split Heat Pump 6.00 HSPF Split Heat Pump 9.0 SEER Existing Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? Addition Ducted Ducted Attic 4.2 New No Living Zone Ducted Ducted Attic 2.1 Existing No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS 'Ratedl Tank Energy Standbyl Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution Syst (Btu/hr) (gal) Status or RE 1 (%) Ext. STATE S"-66-1 HP Heat Pump No Pipe Insulation Multi -Family Central Water Heating Details Hot Water PumD Control 15,359 64 New 1.50 n/a n/a Water PiDina Le In Plenum de Buried Add 1/2" Insulation 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS UUMMwtvUt J I A I tMtN I This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner, (per Busineps,8 professions Code) Documentation Author Name: (V EVAW r/EVE75 Name: Joan D. Hacker Title/Firm: Title/Firm: Insu-form. Inc. Address: IIE&J-hA MAGIAAddress: 41-921 Beacon Hill, Suite A Palm Desert, CA 92211 Telephone: 9 34 — d0 49 Telephone: (760) 779-0657 Lic. #: ./ / // (signature) / ' " t ate) (sg ure O IO date) Enforcement gency Name: Title/Firm: Address: Telephone: (date) EnergyPro 4.0 by EnergySoft User Number: 2655 IM, ni,, tie - .._ Certificate Of Compliance: Residential (Addendum) CF -1 R Peters Residence 10/20/2005 Project Title Date Special Features and Modeling Assumptions The local 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 local 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. Plan Field The Existing Heat Pump "Exist' has an HSPF less than the Table R3-11 CEC Default Vintage Values. The Existing Air Conditioner "Exist' has an SEER less than the Table R3-11 CEC Default Vintage Values. The Existing Wall "Front Wall' has a U -Factor greater than the Table R3-11 CEC Default Vintage Values. The Existing Wall "Front Wall Removed" has a U -Factor greater than the Table R3-11 CEC Default Vintage Values. The Existing Wall "Left Wall' has a U -Factor greater than the Table R3-11 CEC Default Vintage Values. The Existing Wall "Left Wall Removed" has a U -Factor greater than the Table R3-11 CEC Default Vintage Values. The Existing,Wall "Rear Wall' has a U -Factor greater than the Table R3-11 CEC Default Vinta a Values. The Existing Wall "Rear Wall removed" has a U -Factor greater than the Table R3-11 CEC Default Vintage Values. The Existing Wall 'Right Wall' has a U -Factor greater than the Table R3-11 CEC Default Vintage Values. The Existing Roof "Roof' has a U -Factor greater than the Table R3-11 CEC Default Vintage Values. HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- --- LICOC ..r..•AA— ... :.... f 0^ ---.._J _–moi ------ ...__a--- __a''_'_ - . .. .. — installation certificate. The HVAC System "Addition" in Refrigerant Charge test or a Wa'C Plan I Field L EnergyPro 4.0 by EnergySoft User Number: 2655 Job Number: Page:6 of 13 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Low-rise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercedes the items marked with and asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Building Envelope Measures § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑X ❑ ❑ § 150(b): Loose fill insulation manufacturers labeled R -Value: ❑X ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent LI -factor in metal frame walls (does not Q ❑ ❑ apply to exterior mass walls). ❑X ❑ ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑X ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 1. Masonry and factory -built fireplaces have: 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: a. closable metal or glass door covering the entire opening of the firebox ❑X ❑ El length of recirculating sections of hot water pipes shall be insulated to Table 150B. b. outside air intake with damper and control, flue damper and control ❑X ❑ ❑ ❑X 2. No continuous burning gas pilot lights allowed. O ❑ ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑X ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑X ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑X ❑ ❑ ❑X permeance rate no greater than 2.0 permfinch. ❑ entirely in conditioned space. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include 51 El El ❑ Form: EnergyPro 4.0 by EnergySoft User Number: 2655 Job Number: Page:7 of 13 § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑X ❑ ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. EK ❑ ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑X ❑ ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑X ❑ ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. Q ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑X ❑ ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑X ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑X ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑X ❑ ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑X ❑ ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑X ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑X ❑ ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑X ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑X ❑ ❑ EnergyPro 4.0 by EnergySoft User Number: 2655 Job Number: Page:7 of 13 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R ,NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (7 below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not applicable. ENFORCE - NIA DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, Q ❑ ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum 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. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other thanX❑ ❑ ❑ 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. 3. 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. 4. Exhaust fan systems have back draft or automatic dampers. ® ❑ ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ® ❑ ❑ dampers. 6. Protection of Insulation. 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. 7. Flexible ducts cannot have porous inner cores. ® ❑ ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the Q ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between finer and heater for future solar heating. ® ❑ ❑ b. Cover for outdoor pools or outdoor spas. Q ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch.X❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ® ❑ ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria X❑ ❑ ❑ Lighting Measures § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ® ❑ ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Wafts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, X❑ ❑ ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined X❑ ❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. X❑ ❑ ❑ OR are controlled by an occupant sensor(s) ceritfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms,garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑ controlled by an occupant sensor that complies with Section i 19(d) that does not tum on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the X❑ ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147.X❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or moreX❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.0 by EnergySoft User Number: 2655 Job Number: Page:8 of 13 Residential Kitchen Lighting Worksheet WS -5R Peters Residence 10/20/2005 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-0. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Wafts Other Watts (1) 12" Circline Yes X No 45.0 x 8 = 360 or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes I No x = or Yes I No x = or Yes No I x = or Yes No x = or Yes No x = or Total A: 360 B: 0 COMPLIES IF A>_B YES ® NO ❑ 0 EnergyPro 4.0 by EnergySoft User Number: 2655 Job Number: Page:9 of 13 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Peters Residence 10/20/2005 SYSTEM NAME FLOOR AREA Addition 381 ENGINEERING CHECKS 11SYSTEM LOAD Number of Systems 1 Heating System Output per System 35,000 Total Output (Btuh) 35,000 Output (Btuh/sqft) 91.9 Cooling System Output per System 34,600 Total Output (Btuh) 34,600 Total Output (Tons) 2.9 Total Output (Btuh/sqft) 90.8 Total Output (sgftrron) 132.1 Air System CFM per System 1,400 Airflow (cfm) 1,400 Airflow (cfm/sqft) 3.67 Airflow (cfm/Ton) 485.5 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions 26.0 OF —>--o Outside Air 0 cfm 69.2 °F Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent CFM I Sensible 1,128 12,538 1,163 311 10,033 0 2,230 1,143 0 0 0 0 0 0 0 0 0 2,2301 1,143 16,9981 1 163 F--127319 LENNOX HPXA12-036-230' 20,018 13,012 21,860 7.5 kW Supplemental Electric 25,598 Total Adjusted System Output 20,018 13,012 47,458 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 m Jan 12 am PSYCHROMETRICS (Airstream Tel 69.2°F 69.2°F ® 83.90F Supply Fan 1400 cfm 101.10F Supply Air Ducts Heating Coil Aux. Heat Coil 100.3 °F LING SYSTEM PSYCHROMETRICS 111.9 / 77.6 OF Outside Air 0 cfm 79.5/69.2 °F ROOMS 70.0 OF Return Air Ducts q I res at 79.5 / 69.2 OF 79.5 / 69.3 OF ® 66.1 / 64.9 OF Supply Fan Cooling Coil 1400 cfm h Return Air Ducts 4 Supply Air Ducts 67.6/65.4°F 63.4% R.H. FROOMS 78.0/68.8°F EnergyPro 4.0 by EnergySoft User Number: 2655 Job Number Page: 10 of 13 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Peters Residence 10/20/2005 SYSTEM NAME FLOOR AREA Living Zone 1,612 ENGINEERING CHECKS Number of Systems 1 Heating System Output per System 58,000 Total Output (Btuh) 58,000 Output (Btuh/sqft) 36.0 Cooling System Output per System 56,000 Total Output (Btuh) 56,000 Total Output (Tons) 4.7 Total Output (Btuh/sqft) 34.7 Total Output (sgft/Ton) 345.4 Air System CFM per System 2,000 Airflow (cfm) 2,000 Airflow (cfm/sqft) 1.24 Airflow (cfm/Ton) 428.6 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions IEATING SYSTEM PSYCHROMETRICS 26.0°F 68.2°F 68.2°F Outside Air C cfm 68.2 °F :OOLING S 11.9 / 77.6 OF D Outside Air 0 cfm 80.7/68.3 ° F Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM Sensible 1,954 24,396 2,334 803 25,200 0 5,755 3,811 0 0 0 0 0 0 0 0 0 5,7551 3,811 35,9061 2.3341 1 32.8221 Exist 36,475 16,169 36,225 10.0 kW Supplemental Electric 34,130 Total Adjusted System Output36,475 16,169 70,355 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2;M] Jan 12 am cn rJrl alall GJ as 85.2°F ® 101.3 OF Supply Fan Heating Coil Aux. Heat Coil 2000 cfm Return Air Ducts CHROMETRICS (Airstream Temperatures at Time of Cc 80.7 / 68.3 OF 80.7/68.40F = 63.6 / 62.6 °F Supply Fan Cooling Coil 2000 cfm Supply Air Ducts 99.5 OF ROOMS 70.0 OF Supply Air Ducts 66.3/63.5OF 58.8% R.H. ROOMS 78.0/67.5°F - .......... .... EnergyPro 4.0 by EnergySoft User Number: 2.655 Job Number: Page: 11 of 13 ROOM LOAD SUMMARY PROJECT NAME DATE Peters Residence 10/20/2005 SYSTEM NAME FLOOR AREA Addition 381 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Addition Addition 1 1,128 12,538 1,163 1,128 12,538 1,163 311 10,033 PAGE TOTAL 1,128 12,538 TOTAL1,128 12,538 1,163 311 10,033 E 1,163 311 10,033 I EnergyPro By EnergySoft User Number: User Job Number: Page 12 of 13 ROOM LOAD SUMMARY PROJECT NAME DATE Peters Residence 10/20/2005 SYSTEM NAME FLOOR AREA Living Zone 1,612 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Living Zone Existing Living 1 1,954 24,396 2,334 1,954 24,396 2,334 803 25,200 PAGE TOTAL. 1 1,954 24,396 2,334 TOTAL 1 1,954 24,396 2,334 803 25,200 803 25,200 EnergyPro By EnergySoft User Number: User Job Number: Page: 13 of 13 ' Date: 9/14/05 ,Quote: Q5928 COMPANY 494 S. Fourth Street Banning, CA 92220 951-922-2532 • Fax 951-922-2632 "TRUSS" us for quality! 0 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Peters Addition Customer Name: Boss Construction 41 494 S. Fourth Street Banning, CA 92220 d` PhonCOMPANY e 951-922-2532 Fax 951-922-2632 We are a material supplier not a Sub -Contractor. Be certain that the dimensions and quantity as shown on these cales agree with your plans and are what you want. Consult -with Building Contractor, Architect, Engineer or Building Consultant. Contact your Truss Designer immediately with any questions or corrections. • . Signed authorization is required prior to fabrication • Engineering is valid only if manufactured by the Truss Company • Any product supplied by The Truss Company shall not be cut or altered in any way without specific instruction from an authorized representative of the The Truss Company. CERTIFIED IN PLANT WOOD TRUSS INSPECTIONS BY . NATIONAL INSPECTION ASSOCIATION, INC . IN ACCORDANCE WITH ENGINEERED PLAN SPECIFICATIONS AND THE UNIFORM BUILDING CODE STANDARDS UBC, IBC AND ANSI NATIONAL STANDARDS LATEST REVISIONS. ICBO 1607 / ICBO RR2411 dff Yri : NOTICE * WARNING * NOTICE BE SURE ERECTION CONTRACTOR UNDERSTANDS BCSI SUMMARY SHEETS ENCLOSED High Tech Quality & Service 11 5 F a METAL PLATE CONNECTED WOOD TRUSS NON LISTED FABRICATOR'S IN - HOUSE QUALITY CONTROL INSPECTION The Truss Company, Banning, California Origination Date: May 2003 Revision -1 Month Of: ja n ria ✓ g Start: 1-03-0,r Finish: 1 -31-- OS Fabricator's Quality, Control Inspection Requirements for Conformance with ICC ES AC 10 CATEGORY Yes Non REMARKS O.K. Conf. Review Of Incoming Materials for Production is O.K. d Lumber Grade is per Engineer Specifications or Greater p Joint Accuracy - 1/8 inch Maximum Ga Discrepancies Resolutions From Last Inspection Plate Placement Plate Size - Per Engineer Specifications or Greater ad Per ANSI Standard Condition. of Plate Teeth Samples Taken Plate to Wood Tolerance - 1/32 inch Max Gap d Marking Legibility - Must Be Legible p Plant Stamp Verification - How Many on Site Are Final Inspections being Completed ckStamps on Site In - Plant Q.C. Records'- Are They Up To Date e - Comments: 9 The Truss Ciffmpany Q.C. Sup rvisor's Signature NIA Auditor's Initials CATEGORY YES NO REMARKS Chan es In Supervisory SupervisorPersonnel, Production Process g/ Any Test Performed or Witnessed Is There Product Tractability Any Discrepancies Resolutions From Last Inspection Any Shut Downs Or Disruptions In Production Any Samples Taken Any Test Equipment That Requires Calibration Comments: 9 The Truss Ciffmpany Q.C. Sup rvisor's Signature NIA Auditor's Initials International Accreditation Service, Inc. CERTIFICATEew OF C C R EITAT10 N ` NATFONAL INSPOIZI dba QUALITY SYSTE x 4' 8150 B. PT '° GILLETTE 55 6""6 Mer$ • s ," a r ..n D b } r s I11S eCt1p'/) Ng e K ses AR.sa .T eAl, Gg ace a Bnt' cx S has demonstratedcomnlrarice with.,the.:TS(J/_LF°C' Standard_ 1 Patrick V..McCullen C P'Ramani, P.E. Vice President gs President 'MAH . Ox z . ,sem This accreditation certificate supersedes any IAS accreditation certificate bearm,gzaan alter date; OWE" becomes invalid upon suspension, cancellation, revocation, or expiration of accreditation: See the IAS Accreditation Listings on the web at www.iasonline.org for current accreditation information, or contact IAS directly at (562)699-0541.. Print Date: 10/02/2003 Page 1 of 2 • Page 2 of 2 International' Accreditation S ei: clej Inc. -R- Ne"i S CPEF7RED . C 1-TATI ON m yfira 1 x s y °z e ssw ,1 `.. fi Inspection Agency AF583 1 fif TypeA (Third Party)aBody fi- National InspectionAssoclatlon fnc. fi _ z dba Quality Systems Management, Inch;;"mokxl, e cer Keith AAnderson 'sa x .fir •zfi.. .„r: , a s "' r'•;s4 .; 8150 B. Ptarml an Auenue _ ^ , a 9 i, Technlcal Director Gillette, Wyoming827z18 # PINE' > 307_:685-6331 < a rs o° ; fir— ABU=c p x r a z MR, R, 9 :fie, m ,._ .. x,.x.,.. 4. ' 3l a NP n August 1, 2003;x a xax'' r ma ,,Oat s . Commencement Date rar3aR9W' SU C. P. Ramani, P.E. President . This accreditation certificate supersedes any IAS accreditation certificate bearing an earlier date. The certificate becomes invalid upon suspension, cancellation, revocation, or expiration of accreditation. See the IAS Accreditation Listings on the web at www.iasonline.org for current accreditation information, or contact IAS directly at (562) 699-0541. Print Date: 10/02/2003 • fi -u„ - Y'3,' zc s c -rt " ..ice . fi:x1z t FIELDS°OFW­­ , TYPE AND R"ANGE OF v . INSPECTION METHODS . C,d 4 r ", i. ,INSPfiECTIONSd ; fi . „ „ , INSPECTIO,,, NSSAND PROCEDURES Metal Plat , . , 2 4 x e connected UVoo d if, x , b ANSIP1 1 20:0 _ f -HO C .E "GC ry„ .. ... `2 «....,., ...-......,.SP.......;..,,:'.fi`3 .. .!:':,-.; Wood Frame$ P,:.ICC ES Inte lm Criteria AC130 Wall x h :, Structural Glued -Laminated Timti`er 1n -Plant '`ANSI/AITC A190:=1 +ik FS -a. -a- T o $ .: t _ Certificate of Quality National Inspection Association, Inc. Quality Systems Management, Inc. National Testing, Inc. P.O. Box 3426 Gillette, WY 82717-3426 We are an Auditing /Inspection Agency recognized by the International Code Conference, Inc., "ICC", and the International Accreditation Service, Inc., "IAS", that Audits /Inspects the Fabrication Process and In — House Quality Control Procedures, of _ Metal Plate Connected Wood Truss Fabricators, under I.A.S. Report Number AA -583. This Is To Verify That : THE TR USS COMPANY BANNING, CALIFORNM Is under our Audited Quality Assurance Program and have been since: JUNE, 1998 We Audit the Fabrication & Q. C. Procedures under the following: Uniform Building Code, "UBC" International Building Code, "IBC" ANSI National Standards ICC ES AC 10 for Minimum Quality Control Manuals LATEST REVISIONS National Inspection Association, Inc. finds through observance, that the above mentioned Fabricator is in compliance with and or Exceeds all minimum Requirements to the Standards. The Truss Company FABRICATOR MW *Ipec Association, Inc. d.ELS Keith H. Anderson, Principle / Technical Director N W- NIA -E •,E M • i9 S EXISTIN w z J w 0 Q C7 z X w RESIDENCE Robert S. TRUSS LAYOLM Alcumbrac ARE SUPPLIED BY OTHERS AND No. C-10381 11 SHALL BE VERIFIED BY THE PROJECT �,� REN: 8/27/07 DESIGN PROFESSIONAL. OF CA1-�FOQ` PETERS ADDITION 4 aD BOS S CONS TRUCT T ON THE TRUSS COMPANY 54-295 AVENIDA MADERO 494 S. FOURTH STREET LA QUINTA, CA BANNING,CA 92220 .( 909)922-2532 r 15-0 NOTES: TRUSSES @ 24" OC UNO. ROOF PITCH @ 4/12 OVERHANG @ 24" 2X6 TOP CHORDS FLAT CEILING UNO. TRUSSES HAVE A 6"-1/16 HEEL STAND SALES REP CEM WO# Q5928 DUE DATE : DSGNR/CHKR CEM / CEM Date 9/13/2005 7:18 TC Live 16.00 psf DurFac-Lbr 1.25 TC Dead 14.00 psf DurFac-Plt 1.25 BC Live 0.00 psf O.C. Spacing 24.0 BC Dead 10.00 psf Design Spec UBC -97 Total 90.00 psf #Tr/#Cfg : 22 / 8 Job Name: PETERS ADDITION Truss ID: A00 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 753 3.50" 1.50" 2 14- 8- 4 753 3.50" 1.50" BRIG REQUIREMENTS shown are based ONLY on thetruss material at each bearing MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.03" D= -0.05" T= -0.08" OtITICAL MEMBER F 3ORCES: (( 3 2T3 10118P. (1.25)/ TEN67(11..6 0.79 1-2 -1018 1.csi 25 / 67 1.60 0.19 Bc COMP.(DUR.)/ TENS.(111 CSI 4-5 / 911 1.25 0.34 5-6 / 911 1.25 0.34 WB COMP.(DUR.)/ TENS. DUR. CSI 2-5 / 156 0.90 0.08 T 2-1 11 T 0 1 TC 2x6 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD GBL BILK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required @ 58" intervals, if exposed to wind load applied to face. See "General Gable Details', C002065035. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 7-57-501 7-5-0 7-5 14-10-00 I 7-5-0 I 7-5-0 I 1 2 3 4.00 6-6 400 UPLIFT REACTIONS) : Support 1 -51 lb Support 2 -51 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 80.00 ft, Bldg Width = 40.00 ft Mean roof height = 11.49 ft, mph = 80 UBC Standard Occupancy, Dead Load = 20.0 psf IS1 82 W:308 W:308 R:753 R:753 U:-51 U:-51 I 14-10-0 4 5 6 7-57-55 7-5 7-5-0 14-10-0 TYPICAL PLATE: 1.5-3 3-7-7 SHIP 9/13/2005 WAHN/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Boss CONSTRUCTION This design is 10, an individual building component not truss system. It has been based on specificatlons provided by the component manufacturer W0: Drive-Z_q 5928_L00005_JO0001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgn r : CEM #LC = 1$ WT : 63# Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Du rFacs L=1.2 d 5 P=1.2 5 THE TRUSS the Wads utilized on this design meet or exceed the loading imposed by the tical building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 14.00 psf Rep Mb r Bn 1.15 Rep Mb r Comp 1.00 ® Co. (CA) shall net be placed in any envimnment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate. handle. install and brece this truss in accordance with 'JOINT DETAILS'by Trusval,'ANSIrrPI 1', WTCA t' -Wood Truss Council BC Dead 10.00 2- Co)O Springs, CO 80907 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf O.C.Spacing 0- 0 {HIB -91) ard'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onolrio Drive, Madison, Wisconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 TheAmerican Forest and Paper Association (AFPA)islocated all 11119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/18 Job Name: PETERS ADDITION Truss ID: A01 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 753 3.50" 1.50" 2 14- 8- 4 753 3.50" 1.50" BRIG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.03" D= -0.05" T= -0.08" CRITICAL MEMBER FORCES: (((( 33 2T3 C1018(D1U.25)/ 7EN67(D1U.60) OC19 1-2 -1018P. 1.25 / 67 1.60 0.19 BC COMP. (00R.) TENS. DUR. CSI 4-5 / 971 1.25 0.34 5-6 / 911 1.25 0.34 WB COMP.(DUR.)/ TENS. DU R. CSI 2-5 / 156 0.90 0.08 TC 2x6 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.SE WEB 2x4 HF .STUD PLATE VALUES PER ICBO RESEARCH REPORT 41607 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 7-5701 7-5-0 7-5 14-10-0 I 7-5-0 1 7-5-0 I 1 2 3 4.0 6-6 400 UPLIFT REACTIONS) Support 1 -51 lb Support 2 -51 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No,Exp Category = C Bldg Length = 80.00 ft, Bdg Width = 40.00 ft Mean roof height = 11.49 It, mph = 80 UBC Standard Occupancy, Dead Load = 20.0 psf 3-7-7 SHIP 0j_1 131 B2 W:308 W:308 R:753 R:753 Q U:-51 U: -51y 200 Q 14-10-0 4 750 5 7508 C7 7-57-5-0 14-10-0 ' No B% X i2 3 O6 '-VVIR- Truswal IerrlS Plates are 20 pa. unless shQwn by "18"(18 gad, "H"y6 aa.) r MX. MX 20 CCircletld Dll ates and false frame D ates are oosdlone as shown a ove. Shift a lope stud later to av WARN/NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BOSS CONSTRUCTION This design is for an individual building Component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri veZq 5928_L00005_)00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgn r'' CEM #LC = 1$ Wi : 7O# Dimensionsare to be verified by the Component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Du r Facs L=1.25 P=1.25 THE TRUSS the toads utiliced on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of Components members only to reduce buckling length. This Component TC Dead 14.00 psf Rep Mbr Bnd Rep Mbr Comp 1.15 1.00 ®Co. (CA) shall not be placed in any environment that will rause the moisture content of the wood to exceed 19% and/or cause Connector plate Comosion.BC Ll V2 0.00 psf 4445 Northpark Dr. Fabricate, handle, install and brace this truss in accordance with 'JOINT DETAILS' by Truswal,'ANSUrPI 1', WTCA 1' -Wood Truss Council Rep Mbr Tens 1.00 Co 7o Springs, CO 80907 of America Standard Design Responsibilities. *HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4HI8-91) and *HIB -91 SUMMARY SHEET'toy TPI. The Truss Plate Institute(TPI)is located at D'Onofrio Drive, Madison, Wisconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 The American Forest and Paper Association (AFPA)islocated at1111191hStreet. NW, Ste 800,Washington. DC20036. TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/181 Job Name: PETERS ADDITION Truss ID: A02 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x6 SPF 16SOF-1.SE Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) ' W0: Drive -7-95928L00005300001 1 0- 1-12 5445 3.50" 2.90" BC 2x8 DFL 19SOF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -195 lb 2 14- 8- 4 5445 3.50" 2.90" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -195 lb Dlmensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the THE TRUSS on the truss material at each bearing Permanent bracing is regA red (by others) to THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. 14.00 MAX DEFLECTION (span) prevent rotation/toppling. See BCSI 1-03 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor - 1.00 L/999 IN MEM 8-9 (LIVE) and ANSI PI 1. GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Truss Location = End Zone 1.00 L= -0.10" D= -0.14" T= -0.24" 2 -PLY! Nail w/10d COMMON, staggered(per NDS) HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C CRITICAL MEMBER FORCES: in: TC- 2 BC- 3 WEBS- 2 *PER FOOT!** 4445 North ark Dr. Bldg Le ng9th = 80.00 ft, Bldg Width = 40.00 ft TC COMP. (DUR. / TENS. OUR. CSI 1-2--8616(r(1.2s3/ 74 1.60 0.43 r Mean roof height = 11.49 ft, mph = g 80 2-3 -8616(1.25)/ 78 1.60 0.15 3-4-6616C(l.zs / 78 1.60 0.15 UBC Standard Occupancy, Dead Load = - --LOAD CASE #1 DESIGN LOADS 20.0 psf ---------------- 4-5 -11346 l.zs / 74 1.60 0.43 -(HI&91) antl HIB -91 SUMMARY SHEET Dy TPI. The Truss Plate Institute (TPI) is located at D•Orofrio Drive. Madison, Wisconsin 53719. Dir L.Plf L.Loc R.Pif R.Loc LL/TL BC COM P. ((((DUR. / TENS.((((OUR.) CSI Design Spec UBC -97 TC Vert 60.00 0- 0- 0 60.00 14-10- 0 0.53 6-7 -21(1.603/ 10195(1.25) 0.53 40.00 psf BC Vert 674.17 0- 0- 0 674.17 14-10- 0 0.39 7-8 -23 1.603)/ 10652(((1.25)3 0.39 8-9 -23 1.60 / 10652 1.25 0.39 9-10 -21 1.60 / 10795 1.25 0.53 NB COMP.(DUR.)/ TENS. DUR. CSI 2-7 / 2011 1.25 0.35 2-8 -2825 1.25 / 46 1.60 0.27 3-8 -10 1.60 / 5048 1.25 0.67 4-8 -2825 1.25 / 46 1.60 0.27 4-9 / 2011 1.25 0.35 4-7-02-10-0 2-10-0 14 -0 4-7-0 7-5-0 10-3-0 7-5-0 I __ 7-5-0 2-PLYS 1 2 3 4 5 REQUIRED 4 6-6 131 W:308 R:5445 U:-195 iuswal ircletl t 4-7-0 1 7-5-0 TYPICAL PLATE: 3-6 20 pa. unless shown bdy "18"(18 ga.1, "H"(16.pa.) or "MX'(TWMX 20 e D ales are Dositione as shown aCCove. 3hl a b e stud fates to av 2-10-0 10-3-0 14-10-0 B2 W:308 R:5445 U:-195 ,,t 67 63 ,6 Mt. WARN/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BOSS CONSTRUCTION This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive -7-95928L00005300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. DSgn r : CEM #LC = 15 WT' 106# ' Dlmensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DU rFacs L=1.25 P=1.25 Rep Mb Bind 1.00 THE TRUSS the bads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chore is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members onty to reduce buckling length. This component TC Dead 14.00 psf r Rep Mb r Corns 1.00 ® Co. (CA) shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mb Tens 1.00 4445 North ark Dr. Fabricate, handle, install and brace this truss in accordance with 'JOINT DETAILS' by Truswal,'ANSVTPI 1', WTCA V -Wood Truss Council BC Dead 10.00 r Co7O Springs, CO 80907 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 'H psf O.C.Spacing 2- 0- 0 -(HI&91) antl HIB -91 SUMMARY SHEET Dy TPI. The Truss Plate Institute (TPI) is located at D•Orofrio Drive. Madison, Wisconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 TheAmenwnForestandPaperAssociation(AFPA)islocatedat1111191h Stwt,NW,Ste8Do,Washington,DC20036. TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/18 Job Name: PETERS ADDITION Truss ID: B00 QtV: 1 ERG X -LOC REACT SIZE REQ'D 1 0- 1-12 882 3.50" 1.50" 2 17-10-12 722 3.50" 1.SO" BRG REQUIREMENTS shown arebased ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.04" D= -0.06" T= -0.10" CRITICAL MEMBER FORCES: TC COMP. OUR. / TENS. DUR, CSI 1-2 -153, 1.25 / 85 1.60 0.07 2-3 -1364 1.25 / 88 1.60 0.08 3-4 -1364 1.25 / 88 1.60 0.08 4-5 -1534 1.25 / 85 1.60 0.07 BC COMP. IR / TENS.DUR. CSI 6-7 -33 1.60 / 14161.25 0.28 7-8 / 991.25 0.23 8-9 -33(1.60)/ 1491611.25 0.26 WB COMP. OUR. / TENS. OUR. CSI 2-7 3-7 -232 1.25 / 84 1.60 0.05 / 383 1.25 0.13 3-8 / 383 1.25 0.13 4-8 -232(1.25)/ 64 1.60 0.05 T 3- -2 T 0g1 TC 2x6 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. 4-11-0 I 4-114 -0 4.00 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) UPLIFT REACTION(S) ' Support 1 -47 lb Support 2 -19 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 80.00 ft, Bldg Width = 40.00 ft Mean roof height = 11.76 ft, mph = 80 UBC Standard Occupancy, Dead Load = 20.0 psf 99-04 13-1-8 18-0 6-6 -4 00 B1 B2 W:308 W:308 R:882 R:722 U:-47 U:-19 I� 18-0-8 I 6-3� 115-9 11 1 18-0 7rusegl yStems Plates are 20 Pa. unless CirCletl Dates and false frame DFates are D 20 wlt;NNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BOSS CONSTRUCTION This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D ri ve7-Q 5928_L00005_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgn r : CEM #LC = 16 WT: 92# Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Du r Facs L=1.25 P=1.25 THE TRUSS the bads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof of floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 14.00 psf Rep Mbr Bnd 1.15 Rep Mbr Comp 1.00 ®Co. (CA) shall not be placed in any environment that will cause the moisture content of the weed to exceed 19% and/or cause connector plate corrosion. BC Live 0.00 psf 4445 Northpark Dr. Fabricate, handle. install and brace this truss in accordance with 'JOINT DETAILS'by Truswal,'ANSIrrPI 1', WTCA V -Wood Truss Council Rep Mbr Tens 1.00 Colo Springs, CO 80907 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 -(HIB-91) and 11I13-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof to Drive, Madison, Wisconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 TheAmerican Forest and Paper Association (AFPA)isIoWedati11119thstreet. NW. Ste 800,Washington. DC20036. TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/18 Job Name: PETERS ADDITION Truss ID: 1301 Qtv: 1 BRG X -LOC REACT SIZEREQ'D 1 0- 1-12 882 3.50" 1.50" 2 17-10-12 122 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) ' L/999 IN MEM 7-8 (LIVE) L= -0.04" D= -0.06" T= -0.10" CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. WR. CSI 1-2 -1534 1.25 / 85 1.60 0.07 2-3 -1364 1.25 / 88 1.60 0.08 3-4 -1364 1.25 / 88 1.60 0.08 4-5 -1534 1.25 / 65 1.60 0.07 Bc COMP. WR. / TENS. WR. CSI 6-7 -33 1.60)/ 1416 1.25 0.28 7-8 / 999 1.25 0.23 8-9 -33(1.60)/ 1416 1.25 0.28 ' j llWR. / TENS. OUR. CSI 2-7 -23 1.25 / 84 1.60 0.05 3-7 / 383 1.25 0.13 3-8 / 383 1.25 0.13 4-8 -232(1.25)/ 84 1.60 0.05 T 3- -2 T 0 1 TC 2x6 SPF 1650F -1.5E BC 2 x 4 SPF 165OF-1.SE WEB 2 x 4 HF STUD GBL BLK 2x4 HF STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required 0 58" intervals, if exposed to wind load applied to face. See "General Gable Details', C0020155035. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) UPLIFT REACTION(S) ' Support 1 -47 lb Support 2 -19 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 80.00 ft, Bidg Width = 40.00 ft Mean roof height = 11.76 ft, mph = 80 UBC Standard Occupancy, Dead Load = 20.0 psf 44-11 99-0 13 18 I 9-0-4 I 9-0-4 I 1 2 3 4 5 6-6 B1 B2 W:308 W:308 R:882 R:722 Q U:-47 U:-19 18-0-8 I 6 7 8 99 6-3-7115 188-0 TYPICAL PLATE: 1.5-3 Truswal terns Plates are 20 aa. unless Circled D tes and false frame pates are D 20 WANN/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BOSS CONSTRUCTION This design isfor anindividual building component not truss system. Il has been based on specifications provided by the component manufacturer WO- Drive-Z_g5928_L00005_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgn r : CEM #LC = 16 WT: 116# Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Du r Facs L=1.25 P=1.25 THE TRUSS the bads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chard is Itreralty braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component TC Dead 14.00 psf Re Mb r Bnd p Rep Mb r Temp 1.15 1.00 ®Co. (CA) shall not be placed in any environment that will rouse the moisture content of the wood to exceed 19% and/or cause connector plate wrrosion. BC Live 0.00 psf 4445 Northpark Dr. Fabricate, handle. install and brace this truss in accordance with 'JOINTDETAILS'byTruswal,'ANSUFPI1%WTCA1'-WoodTruss Council Rep Mbr Tens 1.00 CO)D Springs, CO 80907 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf O.C.Spacing 2- 0- 0 {HIB -91) ano TiIB.91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located d D'Onofrio Drive, Madison, Wisconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 TheAmenwnForestandPaper Association (AFPA)islocated at111119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf DEFL RATIO' L/240 TC: L/18 Job Name: PETERS ADDITION Truswal )Systems Plates are 20 pa. unless shown by "18"(18 gad, "H'ft6,,AAa. or "MX"(TWMX 20 go.), po itioned per Joint D tails Report. Circled pates and false frame ates are Osltlone as shown a ove. hdt g ble stud Plates to avoid ove a vnt structural gates or staple . Truss ID: C00 Qty: 2 BRG X -LOC REACT SIZE REM,, TC 2x6 SPF 165OF-1.5E Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) ' WO' Drive-Z_q 5928_L00005_300001 1 0- 1-12 6443 3.50" 3.44" BC 2x8 DFL 195OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -181 lb 2 17- 4-14 6443 3.50" 3.44" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -181 lb the loads utilized on this design meet or exceed the loading imposed by the lout building code and the particular application. The design assumes that the top Chord is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly BRG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F -1.5E 8-3 IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. ® co . (CA) MAX DEFLECTION (span) ' Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 L/999 IN MEM 7-8 (LIVE) prevent rotation/toppling. See BCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone L= -0.14" D= -0.20" T= -0.34" and ANSI/TPI 1. TRUSPLUS 6.0 VER: T6.4.2 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C CRITICAL MEMBER FORCES: 2 -PLY! Nail w/IOd COMMON, staggered(per NDS) Bldg Length = 80.00 ft, Bldg Width = 40.00 ft TC COMP. DUR. / TENS. OUR. CSI 1-2 -13872 1.25 / 76 1.60 0.57 in: TC- 2 BC- 3 WEBS- 2 **PER FOOT!** Mean roof height = 11.71 ft, mph = 80 g 2-3 -10306 1.25 / s3 1.60 0.17 UBC Standard Occupancy, Dead Load = 20.0 psf 3-4 -10306 1.25 s3 1.60 0.17 ----p;'---LOAPICASE #1DESIGN LOADS---------------- ______ 4-S -13871 1.25 / 76 1.60 0.57 4-5R.Loc LL/TL eC ar1P. DUR. / TENS.DUR. CSI TC Vert 60.00 0- 0- 0 60.00 17- 6-10 0.53 6-7 -16 1.60 / 31871.zs 0.66 BC Vert 674.17 0- 0- 0 674.17 17- 6-10 0.39 7-8 18 1.60 / 3.31111..2S 0.49 9-10 -16 1.60 % 31861.25 0.66 WB COMP.(DUR.)/ TENS. DUR. CSI 2-7 / 2512 1.25 0.43 2-8 -3661(1.25 / 53 1.60 0.36 3-8 -5(1.60 / 6ll7 1.25 0.46 4-8 -3661(1.25 / 53 1.60 0.36 4-9 / 2512 1.25 0.43 5-3-3 1 8-9-5 I 12-3-8 EEE4l 8-9-5 2-PLYS 1 REQUIRED 4 0 312 3-8 T 0 1 B1 W:308 R:6443 U:-181 6-6 5-3531 17-6-10 TYPICAL PLATE: 3-8 5-353 5-3-3 3-9-5 3-6 8-9-5 12-3-8 55-3 17-6-10 T'. 3-5-2 SHIP 8 T 001 82 W:308 R:6443 U:-181 Truswal )Systems Plates are 20 pa. unless shown by "18"(18 gad, "H'ft6,,AAa. or "MX"(TWMX 20 go.), po itioned per Joint D tails Report. Circled pates and false frame ates are Osltlone as shown a ove. hdt g ble stud Plates to avoid ove a vnt structural gates or staple . $1,113/2M WARN NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BOSS CONSTRUCTION This design is for an individual building Component not truss system. It has been based on specifications provided by the component manufacturer WO' Drive-Z_q 5928_L00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgn r' CEM #LC = 15 WT' 127# ' Dimensionsare to be verified by the Component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Du rFacs L=1.2 5 P=1.25 THE TRUSS the loads utilized on this design meet or exceed the loading imposed by the lout building code and the particular application. The design assumes that the top Chord is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support or components members only to reduce buckling length. This Component TC Dead 14.00 ps f Rep Mb r Bnd 1.00 Rep Mb r Comp 1.00 ® co . (CA) shall not be placed in any environment that will cause the moisture Content of the wood to exceed 19% and/or cause connector plate Corrosion. BC Live 0.00 psf 4445 Northpark Dr. Fabricate, handle, install and brace this truss in accordance with 'JOINT DETAILS'by Twswal,'ANSUTPI I', WTCA V -Wood Truss Council America Standard Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Rep Mbr Tens 1.00 0. C. Spaci ng 2- 0- 0 Co7O Springs, CO 80907 of TRUSPLUS 6.0 VER: T6.4.2 {HIB-91)antl'HI&91 SUMMARY SHEET'by TPI. The Truss Plate Institute(TPI)is located at D'Onofrio Drive, Madison, Wisconsin 53719. TheAmedranForestandPaperAssociation(AFPA)islocatedat111119th Street, NW, Ste 800, Washington,DC20036. TOTAL 40.00 psf Design Spec UBC -97 DEFL RATIO: L/240 TC: L/18 Job Name: PETERS ADDITION WANNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes mat the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing matenal directly Truss ID: C01 TC Live 16.00 psf Qty: 7 BRG X -LOC REACT SIZEREQ'D TC 2x6 SPF 165OF-1.5E Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) ' 1 0- 1-12 862 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -48 lb ®Co. (CA) 217- 4-14 862 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -48 lb 4445 Northpark Dr. p BRC REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the O. C. Spaci on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. ng MAX DEFLECTION (span) • {HI&91) and NIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 63719. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 L/999 IN MEM 7-8 (LIVE) TRU SPLUS 6.0 VER: T6.4.2 - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone DEFL RATIO: L= -0.04" D= -0.06" T= -0.10" HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C CRITICAL MEMBER FORCES: OUCSI TC COMP. WR. / TENS.ji.'6. Bldg Length = 80.00 ft, Bidg Width = 40.00 ft 1-2 -1484 1.25 / 841. 0.06 Mean roof he ht = g 11.71 ft, mph = 80 2-3 -1321 1.zs / 87 0.0 UBC Standard Occupancy, Dead Load = 20.0 psf 3-4 -1321 1.25 / 871.60 0.084-5 -1484 1.25 / 841.60 0.06 BC COMP. OUR. / TENS. OUR CSI 6-7 -34 1.60 / 1369 1.25 0.27 7-8 / 969 1.25 0.21 8-9 -34(1.60)/ 1369 1.25 0.27 p'B COMP .(OUR.)/ TENS. OUR. CSI 2-7 -222(1.25)/ 82 1.60 0.05 3-7 / 368 1.25 0.13 3-8 / 368 1.25 0.13 4-8 -222(1.25)/ 82 1.60 0.05 3-11-13 A 44-9-5 8-915 12-9 17-6 I 8-9-5 t 8-9-5 t 1 2 3 4 5 4.00 -4 00 6-6 B1 B2 W:308 W:308 R:862 R:862 U:48 U:-48 22-0-p-0 I I 17-6-10 I 6 7 8 9 66-1-7 113-5 17 Truswal tems Plates are 20 a. unless Circletl p tes and false frame pates are C 4-0-14 SHIP 061 9/13/2005 ® THE TRUSS WANNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes mat the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing matenal directly Cust: BOSS CONSTRUCTION W0: Drive -Z -95928-L00005-300001 Dsgn r : CEM #LC = 16 WT: 95# TC Live 16.00 psf Du rFacs L=1.2 5 P=1.25 Rep Mbr Bird 1.15 otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 14.00 psf attached, unless Rep Mbr Comp 1.00 ®Co. (CA) shaft not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. p Fabricate, handle, install and brace this truss In accordance with DETAILS' by Truswal,'ANSI/TPI 1', WTCA V -Wood Truss Council 'HANDLING BC Dead 10.00 psf O. C. Spaci 2- 0- 0 Co 10 Springs, CO 80907 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' ng {HI&91) and NIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 63719. Design Spec UBC -97 TRU SPLUS 6.0 VER: T6.4.2 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/18 Job Name: PETERS ADDITION Truss ID: CO2 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 862 3.50" 1.50" 2 17- 4-14 862 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.04" D= -0.06" T= -0.10" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUR. CSI 1-2 -1484 1.25 / 64 1.60 0.06 2-3 -1321 1.25 / 87 1.60 0.08 3-4 -1321 1.25 / 67 1.60 0.08 4-5 -1484 1.25 / 84 1.60 0.06 BC COMP.(DUR.)/ TENS.WR. CSI 6-7 -34(1.60)/ 13691.25 0.21 7-8 / 9691.25 0.21 8-9 -34(1.60)/ 1-36911.251 0.27 1 COMP. DUR. / TENS. WR. CSI 2-7 -222 1.25 / 82 1.60 0.05 3-7 / 366 1.25 0.13 3-8 / 368 1.25 0.13 4-8 -222(1.25)/ 82 1.60 0.05 T 3- -2 01:1 TC 2x6 SPF 1650F:1.5E BC 2x4 SPF 1650F 1.5E WEB 2x4 HF STUD GBL BLK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT 41607 Loaded for 10 PSF non -concurrent BCLL. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required @ 58" intervals, if exposed to wind load applied to face. See "General Gable Details', C002065035. 4 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) a-ys13 1 12 1 - 6-6 4 00 UPLIFT REACTIONS) : Support 1 -48 16 Support 2 -48 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 80.00 ft, Bidg Width 40.00 ft Mean roof height = 11.71 ft, mph = 80 UBC Standard Occupancy, Dead Load = 20.0 psf 4-0-14 SHIP 01-:1 W:308 W:308 1311 B2 $ R:862 R:862 U:-48 UI :-48zz p p I 0 6 7 17-6-10 8 9 4t 6-16-1 7 5-3-11 6-1 No 67 r 6-1-7 11-5-3 17-6-10 TYPICAL PLATE: 1.5-3 X TruswdI teres Plates are 20 rina. unless Circled DUN and false frame DTates are c 20 W/q/' NINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: BOSS CONSTRUCTION This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive-Z_q 5928_L00005_JO0001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that Dsgn r' CEM #LC = 16 WT' 118# ' TC Live TC Dead BC Live BC Dead TOTAL 16.00 14.00 0.00 10.00 40.00 psf psf psf psf psf Du r Facs L=1.25 P=1.2 5 Rep Mb r Bnd 1.15 Rep Mb r Comp 1.00 Rep Mbr Tens 1.00 0. C. Spaci ng 2- 0- 0 Design Spec UBC -97 DEFL RATIO: L/240 TC: L/18 THE TRUSS ® Co . (CA) 4445 Northpark Dr. CO]D Springs, CO 80907 TRUSPLUS 6.0 VER: T6.4.2 the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment (hat will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install and brace this truss in accordance with 'JOINT DETAILS'by Tmswal,'ANSIrrPI 1'. WTCA V -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 4HIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at1111191h Street, NW, Ste 800,Washington. DC20036. TIT GENERAL NOTES Trusses are not marked in any way to Identify the frequency or location of temporary bracing. Follow the recommendations for handling, Installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Cnnd Pmrtir fnr connected Wood Tn+«es for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-B3 Summary Sheet - Web ht mher Permanent Bracing/Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trussels no estan marcados de ning6n modo que identifique la frecuencia o localizadbn de los ardostres (bracing) temporales. Use las recomendaciones de manejo, instalacidn y arriostre temporal de los trusses. Vea el hdleto BCSI 1-03 Quia de Buena Practice Data el Manejo Instandon Y-Ardolm de los Trus=.de Madera ConnWado nn Places de Meteloara para mayor informad6n. Los dibujos de diseno de los trusses pueden especificar las localizations de los arriostres permanentes en los miembros individuales en compresion. Vea la hoja resumen SCSI -83 para los arriostr s permanentes v refuerzos d2Jos miembros ser ndado (webs) para mayor information. EI resto de ardostres permanentes son la responsabilidad del Disenador del Edificio. QThe consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalacion y arriostre inadecuados, puede ser la tarda de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear 0 gloves when handling and safety glasses when cutting banding. Empaques y places de metal tienen bordes afilados. Use guantes y lentes protectores cuando torte los empaques. V2 HANDLING - MANE30 Allow no more No permita mas Q, Use special care in than 3" of defec- de 3 pulgadas de windy weather or tion for every 10' pandeo por cada 10 near power lines of span. pies de tramo. and airports. +a +o• Grua 1 T _ �iT,K• L10,I +a Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK NOo,.s *ev QBundles stored on the ground for one week or more should be raised by blocking at 81 to 10' on center. Los paquetes almacenados en la tierra por una semana o mas deben ser elevados con bloques a cada 8 o 10 pies. l�f For long term storage, cover bundles to Pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad Pero permita ventilation. Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or less, % ; ; - _ Trusses 30' or support less, support at pp -' t at peak. quarter points.r `— Levante Locate . Levante de above del pito los mid -height I max. TI los cuartos trusses de 20 Spreader bar 2/3 to de tramo los pies o menos. "t truss length trusses de 30 TRUSSES UP TO AND OVER 60' I� Trusses up to 20' Trusses has 20' I pies o menos. f Trusses up to 30' I Trusses hasta 30' HOISTING — LEVANTAMIENTO Hold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en position con la gr6a haste que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pito los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGrTUD DEL TRUSS Toe -in_ Spreader bar for truss bundles Tagline ]17 O O 1 7f Check banding Revise los empaques LI prior to moving antes de mover los bundles. paquetes de trusses. Q, Avoid lateral bending. — Evite la flexion lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. 0 Do not store on No almacene en uneven ground. tierra desigual. F 10 1���1��►�f��' Tagline ,,Toe -in Greater than 30' Mas de 30 pies 60' or less Approx. 1/2 �I truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Spreader bar 1/2 to 2/3 truss length ----- TRUSSES UP TO 60' TRUSSES HASTA 60' Locate . Spreader bar Attach above or stiffback 10 o.c. mid -height I max. TI Spreader bar 2/3 to Tagline It— "t truss length TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' BRACING - ARRIOSTRE QRefer to BCSI-82 Summary SheCL - Truss Install-- t tion and Temporary Bradnp for more information. Vea el rU6me12 B I -B - In tale ion de TrussesQ v Arriostre Temporal para mayor informac16n. Do not walk on unbraced trusses. No Gamine en trusses sueltos. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las filas de arriostres laterales temporales de la cuerda superior. Bracefirst truss well E— before erection of additional trusses. Top Chord Temporary Latera Bracing (TCTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este mdtodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. L) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un Ingediero para trusses de mas de 60 pies. f See BCSI-82 for TCTLB options. J Vea el BCSI-B2 para las opciones de TCTLB. BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 0 Refer to BCSI-B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords - Tempos and15' o.c. for 4x2 chords Diagonal braces Permanent Bracin0 10, oc 15' every 15 truss for Parallel Chord spaces (30' max.) Trusses For more -' information. Vea el res6men x I BM -137 - Arriostre temporal y Permanente de The end diagonal trusses de cuerdas brace for cantilevered pafelelas para mayor trusses must be placed Lateral braces informad6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION f 7f Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. IJ Length —r Max. Bow Max. Bow - --- ----------- \\ c Max. B Length —rr '' — Length /, Refer to BCSI-B6 Summary Sheet - Gable End Frame Bracing• 17f Repeat diagonal braces. Vea el res6men IJ B I-86 - Arriostre Repita los arriostres del truss terminal diagonales. de un techo a dos Aguas. f Set first five trusses with spacer pieces, then add diagonals. Repeat 12process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita dste procedimfento en grupos de cuatro trusses hasta que todos los trusses estdn instalados. t) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. . 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. -) WEB MEMBER PLANE.— PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss 10'-15' max. spaces (20' max.) same spacing as bottom chord lateral bracing Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! FO Tolerances for LJ Out -of -Plumb. Tolerancias para Fuera-de-Plomada. 0/so max j T ° I t o Plumb bob - D/50 D (ft.) 16" Asphalt Shingles 1/2" 2' 3/4" 3' 1 " 4, 1-1/4" 5' 1-1/2" 6' 1-3/4" T 2' z 8' Max. Truss Bow Length 3/4" 12.5' 7/8" 14.8' 1' 16.7' 1-1/8' 18.8' 1-1/4" 20.8' 1-3/8' 22.9' 1-1/2" 25.0' 1-3/4" 29.2' 2° 233.3' CONSTRUCTION LOADING — CARGA DECONSTRUCCION QDo not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres Material Height (h) estdn colocados en forma apropiacia y Segura. Gypsum Board 12" Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet -Construction Loading for more information. No exceda las maxfmas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcci6n para mayor informaci6n. c ® Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. QPlace loads over as many trusses as possible. Cofoque las cargas sobre tantos trusses tomo sea posible. QPosition loads over load bearing walls. Itl * Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES 0 Refer to BCSI-B5 Summary Sheet - Truss Damage. ob it Modifications and Installation Errors. Vea el res6men BCSI-BS Danos de trusses. Modificaciones en la Obra v Errores de Instalad6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del diseno del truss. 6 Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizad6n previa del Fabricante de Trusses, pueden reducir o eliminar la garanda del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (If applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction Practices fmm a competent parry. The methods and procedures outlined are Intended to ensure that the overall constructlon techniques employed will put Boor and root busses Into place SAFELY. These recommendations for handling, installing and Mating wood trusses are based upon the collective experience of leading technical personnel In the wood tmss industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It Is not Intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Englneer, the Building Deslgne4 the ErectloiVinstallation Contractor or otherwise) for handling, installing and bracing wood trusses and It does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the buss ErecWnsmllation Contractor. Thus, the Wood Truss Coundl d Amerka and the Truss Plate Institute expressly disclaim any responsibility for damages a" from the use, application,, a reliance on the recommendatiars and information contained herein. o / WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE One wrCA Center • w 6300 Enterprise Lane • Madison, W1 53719 583 D'Onofrio Drive • Madison, WI 53719 608/274-4849 • ww.woocitruss.com 608/833-5900 • www.tpinst.org BIWARN11x17 031125 Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block W. Clay Tile 3-4 tiles high QPlace loads over as many trusses as possible. Cofoque las cargas sobre tantos trusses tomo sea posible. QPosition loads over load bearing walls. Itl * Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES 0 Refer to BCSI-B5 Summary Sheet - Truss Damage. ob it Modifications and Installation Errors. Vea el res6men BCSI-BS Danos de trusses. Modificaciones en la Obra v Errores de Instalad6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del diseno del truss. 6 Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizad6n previa del Fabricante de Trusses, pueden reducir o eliminar la garanda del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (If applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction Practices fmm a competent parry. The methods and procedures outlined are Intended to ensure that the overall constructlon techniques employed will put Boor and root busses Into place SAFELY. These recommendations for handling, installing and Mating wood trusses are based upon the collective experience of leading technical personnel In the wood tmss industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It Is not Intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Englneer, the Building Deslgne4 the ErectloiVinstallation Contractor or otherwise) for handling, installing and bracing wood trusses and It does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the buss ErecWnsmllation Contractor. Thus, the Wood Truss Coundl d Amerka and the Truss Plate Institute expressly disclaim any responsibility for damages a" from the use, application,, a reliance on the recommendatiars and information contained herein. o / WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE One wrCA Center • w 6300 Enterprise Lane • Madison, W1 53719 583 D'Onofrio Drive • Madison, WI 53719 608/274-4849 • ww.woocitruss.com 608/833-5900 • www.tpinst.org BIWARN11x17 031125 A" FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0" IN LENGTH PARA TRUSSES ESPACIADES HASTA CADA 2 PIES Y HASTA 80 PIES DE LONGITUD Disregarding handling 4 11: 1 . tions is the major caus( El no seguir las recome es la causa principal de trusses. (S) Lateral bracing is not adequate without diagonal bracing. El arriostre lateral no es adecuado sin arriostre diagonal. Q Always diagonally brace for safety! Siempre arriostre diagonalmente por seguridad! MAXIMUM TOP CHORD TEMPORARY LATERAL BRACING SPACING (TCTLB) MAXIMO ESPACIAMIENTO DEL ARRIOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (ALTCS) Diagonal bracing shown in red Arrlostre diagonal mostrado en rojo C Tr4ss Spans tI p to 30, Typic dl `. ,ado. 4p t e The graphic above shows the maximum on -center spacing (see * above) of TCTLB based on truss span from the table in Step 2 on page 3. • Ground bracing not shown for clarity. • Apply diagonal bracing or sheathing immediately. For spans over 60' the preferred method is sheathing immediately. TCTLB shown in green ALTCS mostrado en verde 6 6 C Ply k Up to 601 4p to 80 El dibujo arriba muestra el maximo espaciamiento del (vea * above) ALTCS basado en la tabla del segundo paso en la pagina 3. • Arriostre de tierra no se muestra para claridad. • Aplique arriostre diagonal o entablado (sheathing) inmediatamente. Para tramos mayores de 60 pies el metodo preferido es entablar inmediatamente. Q spans over 60' may require complex temporary bracing. Consult a Professional Engineer. Tramos mayores de 60 pies pueden necesitar arriostre temporal complejo. Consulte a un Ingeniero. 82Temp 20040101a CHECK THESE ITEMS BEFORE STARTING ERECTION/ INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA Q Building dimensions match the construction plans. Dimensiones del edificio concuerdan con planos de construccidn. Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesanos (headers), vigas y linteles estdn precisa y seguramente instalados. Q Hangers, tie -downs, and bracing materials are on site and accessible. Colgadores (hangers), soportes de anclaje (tie -downs) y materiales de arriostre estan accesibles en la obra. Q Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instalacidri debe tener conocimiento del plan de instalacion y requerimientos de arriostre. Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias capas, incluyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. P Any truss damage is reported to Truss Manufacturer. Refer to BCSI-65 Summary Sheet — Truss Damage, Jobsite Modifications and Installation Errors. Cualquier dano a los trusses ha sido reportado al fabri- cante de trusses. lea el resumen BCSI-B5 — Dano a los Trusses, Modificaciones en la Obra y Errores de Insta- lacidn. 21 Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. Q Trusses are the correct dimension. Dimension de los trusses es correcta. Q Tops of bearing walls are flat, level and at the correct elevation. La parte Superior de las paredes de sostener son planas, nivelada y a la elevacidn correcta. Q Jobsite is backfilled, clean and neat. Terreno en la obra este relleno, limpio y piano. Q Ground bracing plan for first truss is based on site and building configuration. Pianos de arriostre de Cierra para el primer truss estan basados en el terreno y forma del edificio. Extern If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si la altura de los trusses al piso exterior es mucha, arriostre al piso interior. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAIE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior In Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior TCTLB TCTLB Bracing to wall or end jack for hip set Fh. r—(er gable end tawq eM frame) of braced x r� Ground brace n group of wssee ckoo.a diatlonal _ itf-- First truss Ground brace WrtIcal t barn d.9— { tet_ i G—nd��. 5 ;� Wall bracing Driven ground lelerel � ^` aaa en�n If . stake —� mterm Note: $9oond 11— S I omSwI Fip _ thea neve edoq.1. Backup grouts T emr r' ��9—d eke I E M brace Hodzonlal Ilo merMer ' Mth mulUDle stakes E737 OR dUNB `�C-SroG } p qRR 057R U TIE E ER' O QF WN, i i tit;b1-15l SUMMARY SHEE Calculate Ground Brace Locations 2■ Calcule Localizacion de los Arriostres de Tierra [JJ Use truss span to determine bracing interval of Top Chord Temporary Lateral Braces from table. Use la longitud de tramo para determinar el espaciamiento del arriostre lateral temporal de la cuerda superior en la tabla adjunta. TCTLB Q Locate additional TCTLBs at each change of pitch. Localice ALTCS adicionales en cada cambio de inclinacion. TCTLB - 10" or greater Truss attachment required at support(s) Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del ALTOS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' O.C. max. 30 a 45 ies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies m6ximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 Pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consuite a un ingeniero para trusses de mas de 60 pies. Q Locate additional TCTLBs over bearings if the heel height is 10" or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de i0 pulgadas o mas. Tru.. Sp. --c Q Locate a vertical ground brace at each TCTLB location. Localice un arriostre de Cierra verti- cal en cada ALTCS. Set First Truss and Fasten Securely to Ground Braces 3■ Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra Q Set first truss or gable end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y conectelo en forma segura a los arriostres de tierra verticales y a la pared, o como indique el disenador del edificio. Ejemplo del primer truss instalado. Tr'TI C TCTI R TCTLB locations EXTERIOR GROUND BRACING ARRIOSTRE DE'TIERRA EXTERIOR IMPORTANT SAFETY WARNING! First truss must be attached securely to all ground braces prior to removing the hoisting supports. ADVERTENCIA IMPORTANTE DE SEGURIDAD V primer truss debe ser sujeto en forma sequra a todos los arriostres de tierra antes de quitar los soportes de la grua. OLDL-UL,UMMAKT Mttl .. Set Next Four Trusses with TCTLB in Line with Ground Bracing 4 ■ Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra Q Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en forma segura a todos los soportes, rellenando s6lidamente los soportes si fuera necesario. Ejemplo de los cinco primeros trusses. See options below See options below See options below EXTERIOR GROUND 9RACING ! - INTERIOR GROUND BRACING : , as INx RIQR..GROIiND BRACING ZQ WA , I' ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE bE TIERRA INTERIOR Ar-Q,P1 RE'd ^ Q The three options for installing TCTLB spacer pieces. Las tres opciones para instalar piezas de espaciamiento para ALTCS. Option 1 Top Nailed Spacer Pieces Opci6n 1 Piezas de espaciamiento clavadas arriba 27"+ i. 221/2" 2 nails at every connection 2 clavos en cada conecci6n 11/2" minimum end distance 1 %2 pulgadas distancia de extremo . minima Option 2 End -Grain Nailed Spacer Pieces Opci6n 2 Piezas de espaciamientos conectadas al extremeo Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's F"T specifications. Uea las especificaciones del fabricante. Do not use split spacer pieces. No use piezas de espaciamiento con rajaduras. 0 IMPORTANT SAFETY WARNING! 4& Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. m ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 Nunca suelte el truss de los soportes de la griva hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. Use 2-16d deformed shank nails minimum 22,/2„ at each spacer to truss connection. Do not use split Use como minimo 2 spacer pieces. claves largos (16d shank nails) en cada conecci6n No use piezas de de los espaciadores con espaciamiento con el truss. rajaduras. Option 3 Proprietary Metal Bracing Products Opci6n 3 Productos de refuerzo de metal patentado See manufacturer's F"T specifications. Uea las especificaciones del fabricante. Do not use split spacer pieces. No use piezas de espaciamiento con rajaduras. 0 IMPORTANT SAFETY WARNING! 4& Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. m ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 Nunca suelte el truss de los soportes de la griva hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. awi-tit bUMMARY 5HEET BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES Q Bracing material must be at least 20 stress -graded lumber unless specified otherwise by the Building Designer. Material de arriostre debe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. [JJ All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. Todos los arriostres y miembros espaciadores deben ser conectados por to menos con los clavos mostrados a la derecha, con excepcion de los espaciadores mostrados en el Paso 4, Opci6n 2, que requieren clavos largos 16d (shank nails), anillos, peas, o tornillos. 10d (0.128x3") 12d (0.128x3.25") ET 16d (0.1350.5") Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavos al raso o use clavos de dos cabezas para quitar los arriostres mas facilmente. Install Top Chord Diagonal Bracing ■ Instale Arriostre Diagonal en la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. O empiece el entablado permanente. Ejemplo de entablado permanente instalado en los cinco primeros trusses. DUN DUMMAKY WICC I. Install Web Member Diagonal Bracing 6 ■ Instale el Arriostre Diagonal de Miem b g ros Secundarios [J1 Temporary web member diagonal bracing acts with the top Web members chord and bottom chord temporary lateral bracing to form triangulation perpendicular to the plane of the truss and F{ ? prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros Secundarios trabajan con los arriostres temporales de la cuerda supe- rior y de la cuerda inferior para formar una triangulation ` w perpendicular al piano del truss y evita que los trusses se`;,"_: inclines o caigan tomo dominos. 10'-15' max. Install at about 450 on web members (verticals whenever Same spacingas bottom chord possible); locate at or near bottom chord lateral bracing lateral bracing locations. Repeat at the interval shown. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. Instale a aproximadamente 450 en los miembros Secundarios (verticales cuando sea posible); coloque abajo o cerca de las localizaciones de los arriostres laterales de la cuerda inferior. Repita a los intervalos mostrados. Q Permanent lateral web bracing requirements are specified separately on the Truss Design Drawing. Refer to BCSI-B3 Summary Sheet — Web Member Permanent Bracing/Web Reinforcement for more information. Requerimientos de arriostre permanente lateral de los miembros secundarios son especificados por separado en el dibujo del diseno del truss. Vea el Resumen BCSI-B3 — Refuerzos y Arriostres de los Miembros Secundarios para mayor information. . • Q Mono pitch trusses, deep flat trusses and similar high -end -type trusses require temporary lateral and diagonal bracing at the end. r ,} Trusses de una sola pendiente, trusses pianos profundos y trusses similares con un extremo profundo requieren arriostre temporal, lateral y diagonal en los soportes a E - el final. Install Bottom Chord Bracing 7 ■ Instale el Arriostre de la Cuerda Inferior 0 Lateral and diagonal bottom chord bracing stabilizes the bottom chord plane. Arriostre lateral y diagonal en la cuerda inferior estabilizan el plano de la cuerda inferior. 0 Install temporary lateral bracing at 15' on -center maximum. Remove, if desired, after the permanent ceiling diaphragm is Lateral braces in place. 2x4x12' length lapped over Instale los arriostres laterales temporales cada 15 pies tomo two trusses. maximo. Quitelos, si asi to desea, despues que el diafragma permanente del cielo raso este colocado. 0 Install permanent lateral bracing at 10' on -center maximum. Specified spacing may be less; check with the Truss Design Drawing and/or the Building Designer. . Instale los arriostres laterales permanentes cada 10 pies - Diagonal braces Como maximo. El espaciamiento especificado puede ser " every 10 trussspaces (20' max.) menor; vea el dibujo del diseno truss o verifique con el 10'-15' max. disen"ador del edificio. 0 Install diagonal bracing at intervals of maximum 20'. Some chord and web members not shown for clarity. Instale arriostres diagonales a intervalos de 20 pies maxmo. IMPORTANT SAFETY WARNING! Do not remove.ground bracing until all top chord, bottom chord and web bracing is installed on at least the first five trusses. ® ADVERTENCIA IMPORTANTE DE SEGURIDAD No quite el arriostre de tierra hasta que todos los arriostres de la cuerda superior, de la cuerda inferior y de los miembros secundarios este instalada por to menor en los cinco primeros trusses. Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A or B 8■ Repita los Pasos 4 al 7 en Grupos de Cuatro Trusses Usando la Opcion A o la Opcion B Option A: Install long lateral braces on each group of four trusses that have been set with spacer pieces. Install diagonal braces every 20' maximum. Opcion A: Instale arriostres laterales largos en cada grupo de cuatro trusses que han sido colocados con espaciadores. Instale arriostre diagonal cada 20 pies maximo. Lateral braces 2x4xl2' length lapped over two trusses. TCTLB spacing Diagonal braces every 10 truss spaces (20' max.) ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED AT THE END OF EACH DAY'S WORK Sheath early... sheath often. Do not wait until all trusses are set to apply sheathing. ASEGURESE QUE TODOS LOS TRUSSES ESTEN PROPIAMENTE ARRIOSTRADOS DIAGONALMENTE AL i' TERMINO DE CADA DIA DE TRABAJO Entable temprano... entable con frecuencia. No espere hasta que todos los trusses esten instalados para aplicar el entablado. Option B: Install diagonal bracing on each group of four trusses that have been set with spacer pieces. Opcion B: Instale arriostre diagonal en cada grupo de cuatro trusses que han sido colocados con espaciadores. TCTLB spacing Repeat diagonal braces WARNING! Remove only as much bracing as is necessary to nail down the next sheet. DO NOT EXCEED TRUSS DESIGN LOAD WITH CONSTRUCTION LOADS. (SEE BCSI-B4) ADVERTENCIA! Quite solo tantos arriostres como sea necesario para clavar la siguiente hoja de entablado. NO EXCEDA LA CARGA DE DISENO CON CARGA DE CONSTRUCCION. (VEA BCSI-B4) ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACE METODO ALTERNO DE INSTALACION: ARMELO EN LA TIERRA Y LEVANTELO EN POSICION ( Position trusses on the ground. Ensamble los trusses en la tierra. [. Install web and bottom chord bracing as required by the building desic Instale los arriostres de los miembros secundarios y de la cuerda infer indique el disenador del edificio. P Install permanent sheathing for stability. Instale el entablado permanente para estabilidad. Q Pick up the assembly and set it in place. Levante el ensamblaje y coloquelo en posicidn. Q Be sure to get the proper professional engineering guidance to lift the entire system into place safely and efficiently. Asegurese de obtener la propia guia profesional de ingenieria para levantar el sistema completo a su lugar en forma segura y eficiente. o ,ax-oc uvllr'oem v nc s . This document applies to all sloped and flat chord trusses manufactured from 2x lumber such as: 'Este documento aplica a todos los trusses inclinados y ;pianos construidos de madera 2x tales como: Gambrel Truss Mono Truss Flat Truss For flat trusses manufactured with 3x2 or 4x2 lumber, see Section 67 of the BCSI 1-03 Booklet or the BCSI-B7 Summary Sheet — Temporary and Permanent Bracing for Parallel Chord Trusses. Para trusses pianos fabricados con madera 3x2 o 4x2, vea la Secci6n B7 del folleto BCSI 1-03 o el Resumen BCSI-B7 _ Arriostre Temporal y Permanente para Trusses de Cuerdas Paralelas. See Section B2 of the BCSI 1-03 Booklet for special conditions such as: Vea la Secci6n B2 del folleto BCSI 1-03 para condiciones especiales tales como: W-Molff, 9 F10111_11 -&-vt \► t \ \10I VA -1 For trusses spaced more than 2'-0" on center, see Section B10 of the BCSI 1-03 Booklet or the BCSI-B10 Summary Sheet — Post Frame Truss Installation and Bracing. Para trusses espaciadas a mas de 2 pies, vea la Secci6n B10 del folleto BCSI 1-03 o el Resumen BCSI-BIO — Instalaci6n y Arriostre de Trusses Post -Frame. This document replaces WTCA's TTBWTCAB2 - Always Diagonally Brace for Safety ' ..t: 4.1 90 This document summarizes Part 2 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may. not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WILR WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE One WTCA Center 583 D'Onofrlo Drive 6300 Enterprise Lane - Madison, WI 53719 Madison, WI 53719 608/274-4849 • www.woodtruss.com 608/833-5900 - www.tpinst.org 9 r Construction loads come from workers, equipment, and building materials on an unfinished structure. For example, bundles of panel sheathing or gypsum board stacked on trusses temporarily create construction loads. Cargas de construcci6n vienen de trabajadores, equipo, y materiales de construcci6n en una estructura sin acabar. Por ejemplo, bultos de entablado de panel o tabla de yeso amontonada sobre los trusses creando cargas de construcci6n. Q Make sure that the truss assembly is properly braced ac- cording to the guidelines in BCSI-131 and BCSI-132 before placing any construction loads on an unfinished structure. Asegurese que el montaje de truss este adecuadamente arriostrado segun el directriz en BCSI-Bl y BCSI-82 antes de colocar alguna carga de construcci6n en una estructura sin acabar. Q Stacking excessive construction loads on floor or roof trusses is an unsafe act. Failure to follow these recommendations could lead to property damage, or worse, serious personal injury or death. Apilando cargas de construcci6n excesivas en trusses de piso u techo es un acto peligroso. Fallar en seguir estas recomendaciones puede causar dano a la propiedad, o peor, grave herida personal o muerte. Q Trusses that have been over -stressed due to excessive construction loading will usually show excessive sagging (deflection), or in more severe cases may show broken webs and/or chord members or web members that have pulled out of the plated joints. Trusses que han sido estresados de mas debido a cargas de construcci6n excesivas usualmente demuestran una desviacion excesiva, o en casos mas severos pueden demostrar miembros secundarios quebrados y/o miembros de cuerda o miembros secundarios que han jalado fuera de la lamina de coyunctura. CONSTRUCTION LOADING DSS AND DON'TS QUE HALER Y NO HACER CON LAS CARGAS DE CONSTRUCCION ® DON'T stack materials on unbraced trusses. NO amontone materiales sobre trusses que no esten arriostrados. DON'T overload the trusses. NO sobrecargue los trusses. DON'T exceed stack heights listed in the table. NO exceda la altura de monton indicada en la tab!a que sigue Maximum Stack Height for Material on Trusses Maximua Altura de Mont6n par Material arriba de los Trusses Material — Material Gypsum Board — Tabla de Yeso Height — Altura 12" — 12 pulgadas Plywood or OSB — Madera Contrachapadu u OSB 16" — 16 pulgadas Asphalt Shingles — Teja de Asfalto 2 bundles — 2 bultos Concrete Block — Bloque de Concreto 8" — 8 pulgadas Clay Tile — Azulejo de Barro 3-4 tiles — 3-4 azulejos Q DO distribute loads over as many trusses as possible. Position sheets flat with the longest edge perpendicular to the trusses as shown. SI distribuye cargas sobre el mayor numero de trusses que sea posible. Posicione laminas con el filo mas largo perpendicular a los trusses como indica el dibujo. DON'T allow the stack to lean against walls, or stack materials so they overload single or small groups of trusses. NO permite que el monton se incline contra ninguna pared, o apile materiales para sobrecarguen uno u grupos pequenos de trusses. Q DO stack materials along outside supports or directly over inside supports of properly braced structures. S1 aptle materiales a el lado de los soportes de afuera o directamente sobre los soportes de adentro de estruc- turas que estan arristradas apropiadamente. /iZ J 1110011& --- DON'T overload trusses with materials midway between supports. NO sobrecargue los trusses con materiales a mitad de los soportes. ® DON'T drop loads on trusses. The impact can damage the trusses even if the load is small. NO deje caer cargas arriba de los trusses. EI impacto puedo danar los trusses aun que sea pequena la carga. Q DO leave construction materials on lifting equipment until installation, if possible. S1 deje materiales de construcccOn arriba de el equipo de levantar hasta la instalacion si es posible. DON'T stack materials at locations that will produce instability, such as on cantilevers or near truss -to -girder connections. NO apile materiales en un lugar que puede producir in- estabilidad Como en voladiza o cerca de las conecciones de trusses a viga. This document replaces WTCA's TTB Construction Loading This document summarizes Part 4 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org 2 CONSTRUCTION LOADING 11 IMPORTANT SAFETY WARNING! Trusses alone are NOT designed to SUPPORT fall protection anchors 46 ADVERTENCIA IMPORTANTE DE SEQURIDAD Trusses solos NO son disenados para SOPORTAR anclas de proteccion de caida A single truss used as an anchorage point for any type of per- sonal fall arrest system is dangerous and will increase the risk of serious injury or death. Un truss solo usado como punta de anclado para cualquier tipo de sistema de arrestar caida personal es peligrosa y aumentara el riesgo de lesion seria o muerte. Trusses are not designed to resist lateral impact loads. A falling worker attached to a single truss could cause all the trusses on the structure to collapse in a domino effect. Trusses no son disen"ados para resistir cargas de fmpacto lateral. Un trabajador cayendose agarrado a un truss solo puede causar todos los trusses en la estructura que se caigan en un efecto de domino. [ Refer to BCSI-Bl and B2 Summary She recommendations on correct temporary lea el resumen BCSI-Bl y B2 para las recommendaciones en arriostre tempos Fall protection and safety measures are jobsite and building specific. The appropriate fall protection method must be determined by a person who is qualified to design, install, and use fall protection systems and authorized to have any problems corrected. Protecci6n de caida y medios de seguridad son especificos a la obra y el edificio. El metodo de protecci6n de caida apropiado para una obra dada tiene que ser determinado por una persona calificada para disenar, instalar, y usar sistemas de proteccion de caida y autorizado para corregir cualquier problema. MUM 2OD40501 rALL, I Ku i Ely I LU14 HIMU W.UU1V I KUDDLD FALL PROTECTION PLANS — 'PLANES DE PROTECCION DE CAIDA zt. Regulations and information on fall protection and erection/installation of trusses in residential construction is contained in Standard 29 CFR Subpart M from the U.S. Department of Labor, Occupational Safety and Health Administration (OSHA). The OSHA Construction Standard section 1926.501(b)(1) states in part: "Each employee on a walking/working surface with, an unprotected side or edge which is 6 feet or more above a lower level shall be protected from falling by the use of guardrail systems, safety net systems, or personal ) fall arrest systems." For sample Fall Protection Plans for residential construction refer to Section 1926 Subpart M of the Construction Resource Manual online at www.osha.gov or contact a licensed Design Professional experienced in the elimination/control of fall hazards. Normas e information sobre protection de caida y ereccion/instalacion de trusses en construction residencial es contenido en Standard 29 CFR Subpart M del U.S. Departamento de Labor, Seguridad Ocupacional, y Administration de Salud (OSHA). EI Standard de Construction de OSHA seccion 1926.501(b)(1) dice en parte: "Cada empleado en un superficie de caminar/trabajar con un lado u orilla sin proteccion que es seis pies o mas arriaba de un nivel mas bajo Bebe ser protegido de caerse por el use de un sistema de baranda, un sistema red de seguridad, o sistema de arrestar la caida personal." Para ejemplos de planes de proteccion de caida para construction residencial vea la seccion 1926 subpart M de Manual de Recursos de Construcci6n en Internet en www.osha.gov o contacte un Profesional de Diseno licenciado que tenga experiencia en la elimination/control de peligros de caidas. SUGGESTIONS FOR SAFE INSTALLATION — SUGERENCIAS PARA INSTALACION SEGURA Option 1— Opci6n 1 Scaffolding Andamio Use a scaffolding system with personal fall arrest system following OSHNs guidelines. Use un sistema de andamio con un sistema de arrestar la caida personal siguiendo la directriz de OSHA. Option 2 — Opci6n 2 Use a Roof Peak Anchor Use Ancla de Cumbre de Techo Sheath and brace a portion of the roof (per BCSI-Bi and 62) and use a roof anchor and personal fall arrest system following OSHNs guidelines. Entable y arriostre una portion del techo (por BCSI-B2) y use una ancla de techo y sistema de arrestar la caida personal siguiendo la directriz de OSHA. Option 3.— Opci6n 3' Ground Assembly Montage de Terreno Position the truss system on the ground. Sheath and brace for stability. Lift and set in place. This pre -assembled section can then be used as a tie -off point. Posicione el sistema de truss en el terreno. Entab/e y arriostre para estabilidad. Levante y ponga en su /ugar. Esta secci6n pre-montada puede ser usada Como un punto de atar. This document replaces WTCA's TTB Fall Protection and Wood Trusses This document summarizes Part 11 of an it -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www.woodtruss.com 21 B1-1311 SUMMARY SHEET TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org ) SREPORTTM ICBG Evaluation Service, Inc. e 5360 Workman Mill Road, Whittier, California 90601 Filing Category: FASTENERS—Steel Gusset Plates (066) MODEL 20, TW18 AND TW16 METAL CONNECTOR PLATES FOR WOOD TRUSSES TRUSWAL SYSTEMS CORPORATION 1101 NORTH GREAT SOUTHWEST PARKWAY ARLINGTON, TEXAS 76011 1.0 SUBJECT Model 20, 7W18 and TW16 Metal Connector Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: Model 20, TW18 and TW16 are metal connector plates for wood trusses. The plates are manufactured to various lengths, widths, and thicknesses or gages, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and calculations must be sub- mitted to the building official for the trusses using metal con- nector plates described in this report. Floor -ceiling or roof - ceiling assemblies described in this report using wood trusses with metal connector plates have one-hour fire-resis- live ratings. 2.2 Materials: 2.2.1 Model 20 and TW18 Connector Plates: Model 20 plates are manufactured from minimum 20 -gage -thick [0.036 inch (0.91 mm)] ASTM A 653, Grade 37, structural -quality steel with a hot dipped galvanized zinc coating designated G60. TW18 plates are manufactured from minimum 18 -gage - thick [0.047 inch (1.19 mm)], ASTM A 653, Grade 37, structur- al -quality steel with a hot -dipped galvanized coating desig- nated G60. Each plate has slots approximately 7/16 inch (11.1 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximate- ly 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately 1/8 inch (3.2 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 3 inches (76.2 mm), respec- tively. See Figure 3 for details of plate dimensions. There are eight teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 3/8 inch (9.5 mm), and the width of each tooth is approximately 1/8 inch (3.2 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 35 degrees with respect to the plate width. Ad- jacent longitudinal rows of teeth are twisted in the opposite di- rection. 2.2.2 TW16 Connector Plates: TW16 plates are manufac- tured from minimum 16 -gage -thick [0.058 inch (1.47 mm)], ER -1607 Reissued June 1, 2001 • www.icboes.org ASTM A 653, Grade 37, structural -quality steel with a hot - dipped galvanized zinc coating designated G60. Each plate has slots approximately 1/2 inch (12.7 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/3 inch (8.5 mm) on center across the width of the plate and approximate- ly 11/4 inches (31.8 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approxi- mately 5/8 inch (15.9 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and 11/4 -inch (31.8 mm) increments of length. Minimum plate width and length are 3 inches (76.2 mm) and 71/2 inches (190.5 mm), respectively. See Figure 4 for details of plate dimensions. There are 4.8 teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 7/16 inch (11.1 mm), and the width of each tooth is approximately 5/32 inch (4 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 42 degrees with respect to the plate width. Ad- jacent longitudinal rows of teeth are twisted in the same direc- tion. 2.3 Allowable Loads: 2.3.1 Model 20, TW18, and TW16 Plate Connectors: Tables 1, 2, 3 and 4 provide allowable lateral loads, tension loads, shear loads, and reduction factors for Model 20, TW18, and TW16 plate connectors. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/ TPI 1-1995 standard must be supplied to the building depart- ment when requested by the building official. 2.3.2 Lateral Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, based on species, the ori- entation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 specifies allowable lateral loads for the metal connector plates. 2.3.3 Tension Resistance: Each Model 20, TW18, and TW 16 metal connector plate must be designed for tension ca- pacity, based on the orientation of the metal connector plate relative to the direction of load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 specifies allowable tension loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net sec- tion of the metal connector plates for tension joints must be designed using the allowable tensile stress of the metal ad- justed by the metal connector plate tensile effectiveness ra- tios shown in Table 2. 2.3.4 Shear Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed for shear capacity, REPORTS are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There'is no warranty by ICBG Evaluation Service, t Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2001 ' Page 1 of 6 Page 2 of 6 based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 provides allow- able shear loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net section of the metal connector plates for heel joints and other joints. involving shear must be designed using the allowable shear stress for the metal connector plates adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.5 Metal Plate Reductions: Several allowable load re- duction factors for the metal plates must be considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The load reduction factors are as follows: 1. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller system. The strength reduction factor, QR, is applicable for roller diam- eters equal to or greater than roller diameters shown in Table 4. This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini- mum diameter of the roller press and the appropriate strength reduction factor from this report. '. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be re- duced by 15 percent when the plates are installed on the narrow face of truss lumber members. Allowable lateral resistance values must be reduced by 20 percent when the Model 20, TW18, and TW16 metal connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fab- rication. Allowable lateral resistance values for Model 20, TW18, and TW16 metal connector plates installed at the heel joint of fabricated wood trusses must be reduced by the heel -joint reduction factor, HR, as follows: HR = 0.85 — 0.05(12tan6 — 2.0) where: 0.65< HR<_ 0.85 t3 = angle between lines of action of the top and bottom chords as shown in Figure 5. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.6 Combined Shear and Tension: Each Model 20, TW18, and TW16 metal connector plate must be designed for combined shear and tension capacity, based on the orienta- tion of the metal connector plate relative to the directions of loading.. Design for combined shear and tension must be accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.7 Combined Flexure and Axial Loading: Metal con- nector plates designed for axial forces only are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. ER -1607 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2304.3.4 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following minimum information should be specified by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 or UBC Section 2343 (which is based on the Design Specifi- cation for Light Metal Plate Connected Wood Trusses, TPI -85), and any adjustments to lumber and metal con- nector plate allowable values for conditions of use. 2.5 Truss Fabrication: Model 20, TW18, and TW16 plate connectors shall be installed by an approved truss fabricator who has an ap- proved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and. Section 4 of ANSI/TPI 1-1995, National Standard for Metal Plate Con- nected Wood Truss Construction. The allowable loads recog- nized in this report are for plates that are pressed into wood truss members using hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embed- ment roller/hydraulic-platen presses that feed trusses into a stationary finish roller press. When truss fabricators use single -pass roller presses, the rollers must have minimum 16 - or 20 -inch (406 or 508 mm) diameters, depending on the re-. duction factor, QR, specified in the design calculations. 2.6 One-hour Fire -resistive Floor -ceiling or Roof -ceiling Assemblies: . 2.6.1 Assembly No. 1: See Figure 6 for details. 2.6.1.1 Trusses: Wood trusses are parallel -chord trusses having an overall minimum depth of 12 inches (305 mm). Trusses are spaced a maximum of 24 inches (610 mm) on center. 2.6.1.2 Strongback Bracing: Bracing must be minimum 2 -by -6 grade -marked lumber oriented vertically, and must be installed perpendicular to trusses on maximum 10 -foot (3048 mm) centers. Braces are attached to each truss with a mini- mum of three 10d nails. 2.6.1.3 Roof. -Floor Sheathing: Floor or roof sheathing shall be minimum 19/32 -inch -thick (15.1 mm) tongue -and -groove plywood. Long edges are installed perpendicular to trusses. Plywood sheathing is attached in accordance with Section 2322 of the code. 2.6.1.4 Ceiling Membrane: Two layers of 1/2 -inch -thick (12.7 mm) USG Gold Bond Fire Shield® Type X wallboard are applied directly to the bottom chord members of the wood truss. The base ply is applied perpendicular to the trusses and is attached to the wood chord members with 11/4 -inch - long (31.8 mm), Type S drywall screws or 17/8 -inch -long (47.6 mm), 6d cooler or box nails, spaced 24 inches (610 mm) on center. The face ply is also applied perpendicular to the ' Page 3 of 6 trusses with side and butt joints staggered 24 inches (610 mm) from the joints of the base ply. The face ply is attached to the bottom chord members with 17 /8 -inch -long (47.6 mm), Type S drywall screws spaced 12 inches (305 mm) on center, or 23/8 -inch (60.3 mm), 8d cooler or box nails spaced 7 inches (178 mm) on center. Additionally, 11/2 -inch -long (38.1 mm), Type G drywall screws are installed 3 inches (76.2 mm) from the face ply butt joints and are spaced 12 inches (305 mm) on center. Face layerjoints and screws or nailheads are cov- ered with joint compound and are taped. 2.6.2 Assembly No. 2: See Figure 7 for details. 2.6.2.1 Trusses: Wood trusses are labeled Truswal Space - Joists@, and must comply with evaluation report ER -3687. Overall minimum truss depth is 103/4 inches (273 mm). SpaceJoist trusses are spaced a maximum of 24 inches (610 mm) on center. SpaceJoist trusses must have SpaceJoist metal webs having minimum 5/16 -inch -long (8 mm) teeth. The continuous portion of the metal web member of the Space - Joists must be located at the bottom chord, and the break in the web member must be located at the top chord. Splices in the bottom wood chord member are permitted provided they occur outside the middle third of the truss span. See ER -3687 for details of the Truswal SpaceJoist. This fire -resistive assembly using Truswal SpaceJoists re- quires a factory -installed TrusGuard-, a No. 30 gage [0.013 inch (0.33 mm)] steel channel, attached along the entire length of the bottom wood chord member of the truss. The TrusGuard is attached to the bottom chord with metal connec- tor plates pressed through the sides of the steel channel. Splices in the TrusGuard must occur at metal connector plate locations and must be lapped a minimum of 6 inches (305 MM). 2.6.2.2 Roof -Floor Sheathing: Floor or roof sheathing shall be minimum 23/32 -inch -thick (18.2 mm) tongue -and -groove plywood with exterior glue. Long edges are installed perpen- dicular to trusses, and end joists are staggered a minimum of 4 feet (1219 mm). Plywood sheathing is attached with mini- mum 6d ring-shanked nails with spacing in accordance with Table 23 -I -Q of the code. A 3/8 -inch (9.5 mm) bead of AFG-01 adhesive is applied to the top chord of the trusses and in the plywood grooves before installation of sheathing. A single layer of minimum 23/32 -inch -thick (18.2 mm) tongue -and -groove structural wood -based sheathing under- layment, having a minimum floor span rating of 24 inches (610 mm), may be used as an alternate to the plywood sheathing. 2.6.2.3 Lightweight Concrete Floor Topping (Optional): Optional perlite or vermiculite aggregate or gypsum concrete may be placed on top of the wood sheathing without affecting the fire -resistive rating. Minimum thickness ofthe concrete fill is 3/4 inch (19 mm). A plastic or paper vapor retarder should be placed on the wood sheathing before placement of the concrete. Forta-Fill (ER -4147) and Gyp -Crete (ER -3433) may be placed on the flooring without affecting the fire -resistive rat- ing, provided the topping is installed in accordance with its evaluation report. 2.6.2.4 Strongback Bracing: Bracing must be minimum 2 -by -6 grade -marked lumber oriented vertically and must be installed perpendicular to trusses on maximum 10 -foot (3048 ER -1607 mm) centers. Braces are attached to each truss with a mini- mum of three 10d nails. 2.6.2.5 Ceiling Membrane: One layer of 5/8 -inch -thick (15.9 mm), USG, Type C wallboard is applied directly to the bottom chord members of the wood truss. All joints must be blocked with minimum 31/2 -inch -wide (89 mm) steel channels orwood members. All wallboard edges are attached to the wood chord members or blocking with 15/8 -inch -long (41.3 mm), Type S drywall, spaced 8 inches (203 mm) on center. Wall- board joints and screws are covered with joint compound and are taped. 2.7 Identification: Model 20, TW18 and TW16 plates are embossed with the identifying marks "TW20," "TW18," and "TW16," respectively, stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995, for the Model 20, TW18 and TW16 plates. 4.0 FINDINGS That the Model 20, TW18 and TW16 metal connector plates for wood trusses comply with the 1997 Uniform Building Code'", subject to the following conditions: 4.1 Plans and calculations must be submitted to the building official for the trusses using metal con- nector plates described in this report. 4.2 Model 20, TW18 and TW16 metal connector plates are designed to transfer the required loads using the design formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates comply with this evaluation report. 4.4 Metal connector plates are not permitted to be lo- cated where knots occur in connected wood truss members. 4.5 Metal connector plates are installed in pairs on op- posite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord- ance with Section 2304.3.4 of the code. 4.8 Allowable loads shown in the tables in this report are not applicable for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals. 4.9 Where one-hour fire -resistive construction is re- quired, refer to Section 2.6 of this report, or to eval- uation report ER -1352 or ER -1632, for descriptions of code -complying floor -ceiling or roof -ceiling fire - resistive assemblies. This report is subject to re-examination in two years. Page 4 of 6 ER -1607 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES FOR THE MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES .,..,.. . Na. - v.u> 'See Figure 1 for an explanation of the position of plates with respect to wood grain and teeth orientation. 2Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 3Values are based on the Gross Area Method. TABLE 2 -ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES or . pounwmch -- LUMBER DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 1 ' DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE1•2.3 PLATE MODEL Species Specific Gravity AA IEA I AE Allowable Load (pounds per square inch of plate contact area) EE TW16 Douglas fir 0.49 157 161 111 132 1,160' Hem -fir 0.43 108 120 86 99 0.62 0.81 0.61 0.53 Southern pine 0.55 156 159 140 131 TW16 Spruce -pine -fir 0.42 112 110 81 93 483 Spruce -pine -fir 0.50 136 150 119 117 Timber Strand® 0.69M195 172 132 153 Western woods 0.36114 79 50 Douglas fir 0.49169 143 133 Hem -fir 0.43125 117 114 Southern pine 0.55172 181 154 TW 18 and Model 20 Spruce -pine -fir 0.42 187 131 126 116 Spruce -pine -fir 0.50 189 163 159 142 Timber Strand 7,0.69 198 178 181 166 n . ci. . Western woods 0.36 130 116 105 101 .,..,.. . Na. - v.u> 'See Figure 1 for an explanation of the position of plates with respect to wood grain and teeth orientation. 2Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 3Values are based on the Gross Area Method. TABLE 2 -ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES or . pounwmch -- DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 1 ' ROLLER PRESS DIAMETER (Inches) Y0 0° 90° 0° 90° PLATE MODEL ALLOWABLE TENSION LOAD (pounds per linear inch per pair of plates) TENSION LOAD EFFICIENCY RATIO TW16 1,906 1,133 0.72 0.43 TW18 1,032 1,160' 0.48 0.54 Model 20 F SI I 789 882 0.48 0.54 0.175 N/mm. 'The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. See Figure 2 for a visual explanation. TABLE 3 -ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES . v. vi. . puuuwmcn = u.1 75 1Wmm. TABLE ABLE LATERAL LOAD ADJUSTMENT FOR TOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES INSTALLED WITHC INGLE-PASS ROLLER PRESSES PLATE MODEL or DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE ROLLER PRESS DIAMETER (Inches) Y0 0° 1 30° 1 60° 1 90° 1 120° 1 150° 0.89 90° --- 150° PLATE MODEL 0.49 ALLOWABLE SHEAR LOAD (pounds per linear inch per pair of plates) 0.99 0.50 0.76 SHEAR LOAD EFFICIENCY RATIO TW16 1,091 E 1,094 1,441 1,088 943 789 0.61 0.62 0.81 0.61 0.53 0.44 TW18 845 917 1,046 616 673 630 0.59 0.64 0.73 0.43 0.47 0.44 Model 20 V - ci. 640 693 792 473 509 483 0.59 0.64 0.73 - 0.43 0.47 0.44 . v. vi. . puuuwmcn = u.1 75 1Wmm. TABLE ABLE LATERAL LOAD ADJUSTMENT FOR TOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES INSTALLED WITHC INGLE-PASS ROLLER PRESSES PLATE MODEL or LUMBER SPECIES SPECIFIC GRAVITY1 16 ROLLER PRESS DIAMETER (Inches) Y0 TW16 0.49 1.00 0.89 0.50 0.80 0.89 TW 18 and Model 20 . F SI1- 0.49 0.92 0.99 0.50 0.76 0.94 . me,, - 25.4 mm. 'The QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with published average specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with published average specific gravities of 0.50 or higher. 'Page 5 of 6 ER -1607 LOADLOAD AA ORIENTATION ORIENTATION L DADIIIIIIIIII Itlllllll LDA D IIIIIIiIt Illltllll IIIIIIIIII IIIIIIIII V IVYRG I—rvA'r-u ltN IAIIONS LENGTH -- { F 3 0 DEGREE PLATE ORIENTATION WIDTH 1111111111 1111111111 zLj 1111111111 111111111 1111111111 illllllll 90 DEGREE PLATE ORIENTATION EE ORIENTA FIGURE 2 — PLATE WIDTH and LENGTH Longitudinal Axis 4" O O O O O O O O 0 0 0 0 O C=) =71 Width = 3' O O O O O O O O 0 o O O 0 o O o 0 0 0 0 0 0 0 0 1/4' 1 / 8' — --I -- 7 / 16' Tip of tooth hos a spiral rotation of opproxlnately T— 35 degrees •/r to the base 3/8' of the tooth (Not shown). ENLARGED. TOOTH DETAIL Nota, AlIdirnem.0 For SI: 1 inch = 25.4 mm. FIGURE 3—TRUSWAL MODEL 20 and TW18 CONNECTOR PLATE Longitudinot Axis Tip of tooth has a spiral T 1 2 1/2' roto tion of opproxlnately Q degrees •/r to the base 1 1/4' 1 5/32' O O O i O O O Width = 3' O O O 1/3' O O 0 i a• '-- 5/8' For SI: 1 inch = 25.4 mm. FIGURE 4—TRUSWAL TW16 CONNECTOR PLATE FIGURE 5 --HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Tip of tooth has a spiral T 1 roto tion of opproxlnately Q degrees •/r to the base 7/16' of the tooth (Not shown). ENLARGED TOOTH DETAIL For SI: 1 inch = 25.4 mm. FIGURE 4—TRUSWAL TW16 CONNECTOR PLATE FIGURE 5 --HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES Page 6 of 6 2 19/32" 12" Minimum 4 1/2" 1/2" 1. Minimum 19/32' (11.9 mm) thick T&G plywood 2. Minimum 12" (305 mm) depth Truswal FlorTrusTM truss spaced 24" (610 mm) o.c. maximum 3. 2x6 strongback bridging/bracing at 10'-0" (3048 mm) o.c. 4. Two layers of %z" (12.7 mm) thick USG Gold Bond Fire Shield® Type X wallboard For SI: 1 inch = 25.4 mm. FIGURE 6—ONE-HOUR FIRE ASSEMBLY NO. 1 (SEE SECTION 2.6.1 FOR COMPLETE DETAILS) 23/32" 10 3/4" Minimum V- 8" 1. Optional lightweight floor topping 2. Minimum 23/32" (18.2.mm) thick T&G structural wood sheathing 3. Minimum 10 %- (273 mm) depth Truswal SpaceJoist® truss spaced 24" (610 mm) o.c. maximum 4. 2x6 strongback bridging/bracing at 10'-0" (3048 mm) o.c. 5. Factory -installed TrusGardT'" No. 30 gage steel channel 6. One layer of 5/8" (15.9 mm) USG Type C wall board For SI: I inch = 25.4 mm. FIGURE 7—ONE-HOUR FIRE ASSEMBLY NO.2 (SEE SECTION 2.6.2 FOR COMPLETE DETAILS) ER -1607 T'RUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX(719) 598-8463 C001003160 . 9/10/02 Users of Truswal engineering: TX01087001 The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x4 or 2x4 structurally graded "T" brace may be nailed flat to the edge of the member (up to 2x6 web members only) with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. For 2x8 and larger web. members, bracing must be done per building designer, or 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is- required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building designer. 9. EXAMPLES kQE 90% L 90% L Please contact a Truswal engineer if there are any questio 2. cAmsofficeWAnwordlbrace-n ewJet TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX: (719) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame* joint with the procedure outlined below, provided that the following statements are true- * Ceiling loading is 10 PSF or less. ® Trusses are spaced 24" o.c. or less. .0 False Frame verticals are spaced 6'-0" o.c. or less. ® No additional point loads or uniform loads are present on the false frame that would cause the loads to exceed 10 PSF for any reason. ® The joint(s) to repair does not have a support bearing directly underneath the joint. ® There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. ® The joint fits tightly (within all TPI tolerances). ® All lumber in the false frame is 2x4 or 2x3. Repair as follows: 1. Cut a'/2" CDX APA Group '1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. If one face of truss has missing plate, then gusset is required on only that face. If both faces of the joint are unplated, then the gusset is required on each face. 3. Use (3) 8d nails into each member, from each face (see detail below). * False frame refers only To non-structural members (zero design forces). i --- *_11P. 4" Typical Joint OQp,UFESS/O, CID Q' w No 4 982 rn m :30m exp. 12/ 1/06 s C F CAUI THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY*TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS j TRUSSES @ 24" O.C. (TYP.) ® A I BLOCK BLOCK BLOCK BLOCK +— TOP PLATES 0 STUDS @ A L16" O.C`" .I ( TYP . 1 20Y OR9' BOT CHORD SECT' A=A TRUSS (TYP.) PROCEDURE: 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO•INTERIOR BEARING WALLS 'X' BRACING B.C. OF TRUSS OR lax END VERTICAL RUN THROUGH TO BEARING. OQROFES,S/o WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR Q MUST BE SHIMMED TO THE CORRECT HEIGHT.w N•C 82 m z USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE cc/32/3 06 THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. FQFQALI Oe` BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS 2 BOT CHORD FRi B 2X TOP PLATE t SECT. B 1-16d COMMON NAIL OR SIMPSON STC (OR EQUIV.) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: L.M. CK. BY: WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH U 2XSECT. C C TOP PLATE 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV-; (TYP.) TRUSS CLIP Root LL*Dl. - 30 psf. maximum VALLL•'Y FILL TO 201-0" A - A —t— B FRAMING DETAILS FOR CONVENTIONAL FRAMED VALLEY FILL NOTES: (1) Valley rafters to be minimum 2x4 Con. Gr. Hem -Fir and not to exceed 81-011 clear span. (2) Nailing per UBC Except as noted. DETAILS: (A) 2x4 post to 1/2 valley width purlin. (B)2x4 post to bearing. Gable End or Girder truss. I . A i • i o ! I r a I S re i I I • p o° 2x4 Valley rafters with 3-16d toe -nails to ridge typical. ro j!'FOR UP TO LL+DL = 60 PSF MAXIMUM, USE POSTS AT 4'-0" O.C. MAXIMUM IN BOTH A g I 3OIRECTIONS. CONVENTIONALLY FRAMED VALLEY FILL DETAIL ALSO APPLIES TO "CRICKET" DETAIL OR ANY OVER FRAMING ROFESS/ WHERE THE TRUSSES BELOW ARE SUPPORTED 1 O,I, LATERALLY BY SHEATHING OR BRACING. SECTION A -A COQ ! G1 Lu -CC No. C 5 2 m m xp.12/31/06 Zo Provide solid block between trusses to support ridge if necessary % C/ % L gTFOF CAU . Dae : 1 VF - =MCk. nu. . co ecrou» r...rra....1„nl.r..........I......w wenoraw: rrr.rd .r....+r.bs...r1..»......aw.+.... TRUSWAL SYSTEMS Vpr•r1 u YII•.•: Date: 12 I pac41"M IW sM.b prY 'TI up. .m. w0 pr q, e., .11 •.01 Iw,. Tan •n ,.rw l.e rsr Ao4 s11.. •.11 •. o Yt cWAW rowW .0 pr ss.rrl r• wYs• •Wr /w rlM. / /70afGfl-11 Wlr...ayprrl.•Y'1 It (.. .W•Wo,.r q•In., .It'•.I.'•leq. Ttia •ti rys N mr .r An4.. I.. -..,,-..t. Ref: $-25-1 Des.ob-rwdl,rm.oey,.r •o•1 IOp..up..m.:uu wrw. e..." ...o w,. r..o.r•w.nal..,.rb..:.0 ... OIOInIM AMXLZ[orFut ANAHEIM at r. C. 6.0. - na nam. DETRDIT i NOTE, Vent Uloeka may be pMille Where no vent )a re4ui'rrd. D-Jir T -J4• I g• N I V w •. O c Y F Varlea D•Ji' T -J< 10 suit vent or outlooker ' Cutout for 2xi laid glat (Spae(nC Per building lansl 1x4 Add-on with 8dnalls at Ierro.- .(by bulldcr) e "OFF STUD')CUTOUTS DETAILS FOR 2 z 4 OUTLOOKERS Altcrnat¢ Stud Connvc lon,wtth tr 14rc d YP• Stud \ CM¢C130A 9 - 1/1tr x {{i I t' Crown 1 1/4"IonC `I • T'JI or equal \ r t , "ON STUD" CUTOUTS DESIGN FOR 1 TRUSS 121'93 :YCI2 71r varies S%fT ti `yip .i b OFrreLlV0 I-- CAUL14 END TRUSS -I6d nail TRUSS 2.16d nail O o° Truss s 2- 16d nails h*4 D -J4, T•J4 Plats Lime CABLE END BRACING Uc 110• Cable End (2/<178 Truss n.urw.tMo,,,ra aarrwaY.n•r cf: r ..•.w.... -r r•v«.wr..t• tea• i1y:JN Ck. } y Qe 1•.rr nr ►r ,+. •> 1. M''h..rr..r-b'.1•iwu N• 1 M' .w. a•'•t wl M•..'• .:•..••• _ YJ • ,r1". .w ..•id w.- ^ r. 1. w..7.'•.r t.w .M „A In M-`'l-..+.11•..aMw .•t -fir y. .. 'M ..w ww,..,y p• .r ••yr• wur•o r.....,r r..w •w.•.• «a •.... a•Mw,• .+oe•ta aat¢rtina•/RKa. '•'."'-4 AI- ANAI(E eu..•.. Ma r•a.. ......,.M RONEL. 0mo, ' •••awa ••• IG 0. Mi ta! .•r ww . r•• A TLA N Optional vent opening per design drawing. 3-4 S=3-4 3-4 1 GENERAL GABLE DETAILS FOR WIND LOAD BRACING S=3-4 Pitch per design drawing. Connector plates shown are for example only. See actual truss design for required plate sizes and orientation. Structural gable trusses will generally have diagonal and vertical members other that those shown above. Gable truss is continuous bearing except as may be noted on individual design drawings END (FACE) VIEW REGULAR GABLE END TRUSS REQUIREMENTS 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI REFERENCED BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE INCREASED TO ONLY ACCOUNT FOR THE LID LIMIT OF 50 FOR 'COMPRESSION MEMBERS (i.e. FOR 2X LUMBER, THE MAX. BRACE INTERVAL IS V-3"). 4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. Max. 12" eave unless noted on drawing. Gable End Truss Brace Interval as THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING. DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL specified on the ` __ _'S I WE'MS approved engnineering drawing or standard RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. rlPtail nr rhnrt Typical 2x_ strongback (whaler) brace along back face of gable, braced with 2-6 +or-45degree diagonal 2x_ (typ.) braced to roof sheathing as shown. DWG# C0.02065035 nailing of diagonal brace, attached to sheathing and truss each end, typ. Truss spacings per designs. W124W1:I0VlkgEel P11111=101Z" Indicates stud members that require bracingl SIDE VIEW ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS 7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING. 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED STANDARD DRAWING TX01087001-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. 2X NOTCHES CUT INTO TOP CHORDS NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. tU -_jNO 4598 Z # Exp. 2/31/06 n Zb ® THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING. DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL 9T V I CFCALIP ` __ _'S I WE'MS IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. DATE: 3/20/2002 REF: GB_1 STANDARD BOTTOM CHORD FALSE FRAME DETAILS THIS DETAIL APPUES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS NOTED ON THIS SHEET. DO NOT USE THIS DETAIL FOR: 12 -MIN 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). BLOCKVERT. 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. DO NOT OVERLAP 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. 5. TOP CHORD APPLIED FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. • 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-0"). T PARTITION WALL 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. SUPPORT (TYP.) SHOP APPLIED FIELD APPLIED SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USE #2 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS - USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.). - USE A TRUSWAL 20 GUAGE 2.5-3 MIN. PLATE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. PLATES AT EACH END OF EACH VERTICAL WEB. ALL PLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT. - IF NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR A TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). APPLY REQUIRED BRACING (SEE BELOW). - OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES *LATERAL BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUMBER OF REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT IN NO CASE MAY THE BRACING EXCEED 10'-0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD. REFER TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHORD PURLIN SPACING). BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRAME CHORD AT 10'-0" O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. BRACING MATERIALS AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE - SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL - USE #2 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS - USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.). - PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. - CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. - JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL. (12" MIN. VERTICAL BLOCK) - MAY USE A 12" LONG 7/16" PLYWOOD (OR OSB) GUSSET AND 8d NAILS @ 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. - IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 17' LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES WITHOUT THE NEED FOR REPAIR DET NOT INVOLVE CUTTING OR DAM LOAD CONDITIONS OR SUPPO CHANGE BASED ON THE NE THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ®____- 'E APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO aFSPnNSIRILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. AND FIELD MODIFIED AS NEEDED ROVIDED THE MODIFICATION DOES L MEMBERS, OR CHANGING O NG REQUIREMENTS MAY W QNo. C 45 82 ::0m cr_ Ex . 12/31/06 C DATE: 9/21/9 C I V 1 , P REF: FF -1 9 OFCA FOP --- STANDARD PRESSURE BLOCKING DETAIL USE (6) 1 O BOX NAILS PER BLOCK AS SHOWN, TWO NAILS PLACED ATV FROM EACH END OF BLOCK AND TWO NAILS EVENLY SPACED IN THE CENTER OF THE B OCK. IE VERTICAL OFFSET IS MORE 1 OR MORE PLY HIP V 1^, USE A PRESSURE BLOCK IRDER TRUSS SIZE LARGER THAN THE BOTTOM RD OF T14E'GIRDER, OTHERWISE BLOCK MAY BE THE SAME SIZE AS END OF PRESSURE BLOCK GIRDER BOTTOM CHORD. (L&mred to match Jack) JACK BOTTOM CHORD MAXIMUM SUPPORT REACTIONS' LBS PER_JACK TRUSS BLOCK: 2X4 12 BOX NAILS TO BLOCK) 2X6'(3 BOX NAILS.TO'BLOCK DURATION. 1.00 1.15 1.25 1.00 1.15 1.25 SPINE 132 152 152 198 228 248 DF -L 112 129 14b 168 193 210 HEM -FIR 105 121 131 158 182 198 S -P -F 90 104 113 135 155 169 'REACTIONS ARE EITHER UPWARD OR DOWNWARD. 3MOWN ONLY. RIS NOT INTENDED TO Rt o DETAIL THAT MAY HAVE:BEEN PROVIDED. THE RESPOMSOUTY OF OTHERS TO VER INIREIATMINI.TOAW'SPECIMPRWECT, APPLIED TdTHIli OR AW wkikAR I suL BOTTOM CHORD OF HIP GIRDER 1 OR MORE PLY HIP f:IR61FR TRI VCC OF PRESSURE BLOCK JACK BOTTOM CHORD USE (2) 10d BOX NAILS THROUGH BOTTOM CHORD OF END JACK INTO END OF PRESSURE BLOCK FOR 2X4, USE (3)10d BOX NAILS FOR 2X6 UMBER. SEE TABLE AT LEFT. PBLK4 SUPPORT REQUIRED EVERY 4'-0" MAXIMUM Wl TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. _ HIP GIRDER (ONE OR MORE PLY). FOR WEDGE, USE (2) 10d TOE -NAILS EA. FOR TOP PLATE, NAIL Wl10d 6" O.C. INTO TOP CHORD OF HIP GIRDER. 48" MAX. WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. HIP TRUSSES BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 10d NAILS. 6. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. 0 sy Fz 12 m m na 7 OF r; A1.1F0 BEVEL CUT ON TOP CHORD OF TRUSS OR"SECONDARY" TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. END OF LATERAL BRACE. (BRACE MAY CONNECTION OF OVERLAP WITH LATERAL BRACE IS TRUSS CHORD - BASED ON BRACE NAIL CHORD TO. FORCES DETERMINED FACE OF BRACE BY THE BUILDING WITH (2) 10d) DESIGNER. NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. 0 sy Fz 12 m m na 7 OF r; A1.1F0 BEVEL CUT ON TOP CHORD OF TRUSS OR"SECONDARY" TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. END JACK / RAFTER STANDARD DETAILS (CALIFORNIA STYLE) TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. (3-4 ALT.) 2-6 CONNECTION DETAIL "A" (TOP CHORD TO HIP GIRDER) JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (2) 10d or 16d NAILS, THROUGH JACK T.C. INTO GIRDER TOP CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. OPTIONAL EXTENSION 3-4 A HIP GIRDER CHORDS B CONNECTION DETAIL "B" (BOT CHORD TO HIP GIRDER) (2) 10d or 16d NAILS, THROUGH JACK B.C. INTO GIRDER BOT CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NOTE: IF 2'-0" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE BOTTOM CHORD OF THE FIRST END JACK AS PER DETAIL "B". JACK TOP CHORD: 2X4; #2 OR BETTER DF -L, #1/#2 OR BETTER CAN S -P -F, #1 OR - BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 165OF MSR ANY SPECIE JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 165OF MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR 2X8 #2 OR BETTER ANY SPECIE. -TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM, WITH - EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLYI -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 4/12 MINIMUM TO 8/12 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0/12). -2X6 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3.5") FOR OVERHANG UP TO 34" (24" @ 45 DEGREES) MAX. -THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYI CONNECTION DETAIL "C" (TOP CHORD TO RAFTER) r JACK TOP CHORD MUST BE SINGLE BEVELED OR DOUBLE BEVELED lUa or Iba NAILJ, I NKUUUti EACH JACK T.C. INTO RAFTER, TOE -NAILED, PER SCHEDULE BELOW, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NAILING REQUIRED: 2'-0" & 4'-0" JACK T.C. (2) NAILS 6'-0" JACK T.C. (3) NAILS 8'-0" JACK (ONE FACE OF - - RAFTER ONLY) (4) NAILS TC Live 16.00 pat DurFacs L=1.26 P=1.26 DESIGNED FOR 10 PSF NON -CONCURRENT BOTTOM CHORD LIVE LOAD. TC Dead 10.00 par Rep Mbr Bnd 1.15 PLATES & NAILS DESIGNED FOR GREEN LUMBER VALUES. SC Live 0.00 par O.C.Spacing 2- 0- 0 WIND LOADED FOR 75 MPH, EXPOSURE "C", MAXIMUM. BC Dead 10.00 psf Design Spec UBC -97 NO POINT LOADS, MECHANICAL UNITS, HVAC, SPRINKLERS, OR OTHER ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS TOTAL 40.00 psf OEFL RATIO: L260 TC: V180 ALLOWED, WITHOUT SPECIAL DESIGN. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION ® A, ` SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ®®O -_ S'ySrEPjjS APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO EC OR MORE GIRDER B BC B C RAFTER Cr-(No. 45982 Exp. 12/31/06 OF CA DATE: EJ -1 C A B 1. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURLIN'e 2. 2x4 #I HF OR 92 DF PURLINS 4' - 0 " O.0 3. 2x4 41 HF OR #2 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS #I SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. 5. EXTENDED END JACK TOP CHORD (TYPICAL) 6. COMMON TRUSS. 7. HIP CORNER RAFTER. r 8. Ix4CONTIN000S LATERAL BRACING. @ G- 9. EXTENDED BOTTOM CHORD. LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. DATE HIP FRAMING DETAIL 1/21/98 SECTION A ly SETBACK AS NOTED ON TRUSS DESIGN. I HIP TRUSSES 24" O.C. (TYPICAL) SECTION B ADEQUATE CONNECTION .13Y OTHERS (TYPICAL). aHNING Read all notes on this sheet and give a copy of It to the Erecting Contractor building nit UtlLgn Is for an individual btling component. it has been based on specifications provided by the component manufactand dons in accordance wllh Ills cu/rent ,895ions of TPI and AFPA design standards. No «SOO"Ibdily is assumed Ion dunen{Iondl YLOraLy. Ounens.ons ars le oa vanhatl py mil Component mdnufectWer and/On Umldm0 designer pilot to labnCiabon The budding dosrgnar chap ascenarn plat Ins I0.'" uld—d as rMrs design meat on e.Ceed the luemng impusad Uy Ilia lucid building Coda. 11 is assdmed Ina' We lop ChOtd 4 laterally braced off Ine 'uO1 Or floor snaalh.hq and the bottom chord 4lalenally WaCnd by a rigid 511"Ining malerWl d.,"Uy attached, UnleSi OIIIerwue holed. Blaring shown is for lateral support of componanls mGmben only 10 reduce buckling length. This component shall not be placed In, any enmonmery Thm will taus" IAN mOislune Content of Ina wOod e.Cend 19% ind/o, CiiW a COIlnetl0n plata Co,,Oaion. F/Urrude, rlahtl4, o{la4 enld Wed gni (ny{a rn accorUancn wren the following iltln0ande: 'TRUSCOM MANUAL' by Truawal,'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTEO WOOD TRUSSES' . (OST -88). 'HANOLINO INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' . (HIS.91) and 'HIB -91 SUMMARY SHEET' by TPI, The Truss Plate Inelduln rTPI) is located at 583 D'On0IhO Ome. Madaon, Wisconsin S3719. The Amarlran Forest and Paper Association (AFPA) U located at 1250 Connecticut Ave, NW, SIG 200, Washington, DC 20036. DUTCH HIPSET DETAILS Rt j A i ,. . G ~B C iCX Hip SYSTEM E D B f END VIEW H ' Sq U D ADEV11ATE-RANGER OR (2) 16d NAILS (2) Ibd'NAILS TOE -NAILED i HRS \A TRUSS'PLATE OR (2) 16d NAILS (2) 16d -NAILS END -NAILED TOE -NAILED f u\yuuulu uUuO -H ( . D C F RAMNb' PLAN A DUTCH HIP GIRDER B - 2x NAILER (BY OTHERS) C - END JACKS D CORNER JACKS E - CORNER JACK B.C. WEDGES H - HIP RAFTER R BLOCKING FOR DIAGO14AL BRACE Y, - DIACONAL BRACE (2) 96'd NAILS c x IR TRUSS PLATE OR '(2) 16d NAILS (2) 16d NAILS END -NAILED J TOE -NAILED JACK OPTION 1 JACK OPTION 2 oeRofppEppSS/o, DIAGONAL BRACES "X" ARE REQUIRED AT CENTERLINE AND AT 10'-0" O.C. FROM CENTERLINE. ,fYM's► BLOCKING "R" IS REQUIRED FOR EACH DIAGONAL BRACE "X", ATTACHED WITH (2)16d NAILS, END NAILED INTO TRUSS TOP CHORD. LOCATE BLOCKING AT TOP OF DIAGONAL BRACE co AND IN BETWEEN NEXT TRUSSES EACH DIRECTION (3 BLOCKS TOTAL). BLOCK MAY BE C7 4 459 m OFFSET FROM RIDGE, OR A DOUBLE BLOCK PAY BE USED TO PROVIDE A FLUSH FIT WITH W J m DIAGONAL BRACE. P. 31/ 6 b DUTCH HIP GIRDER, JACKS, AND HIP RAFTER REQUIRE SPECIFIC DESIGN CONSIDERATION, OR OTHER DETAILS NOT SHOWN. NAILING IS BASED ON AN 8'-0" MAXIMUM SETBACK AND 50 PSF MAXIMUM TOTAL LOAD, AND IS S, G IV \`' GOOD FOR ANY SPAN, ANY PITCH, AND ANY LUMBER SIZE AND GRADE. CONNECTIONS FOR F CAU WIND AND SIESMIC LOADS ON THE BUILDING MUST BE DONE BY THE BUILDING DESIGNER. FILE NO. DUTCH HIPSET DETAILS DATE: 1991 REF.: DES. BY: L.M. CK. BY: LATERAL LOADS IN UNE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. IF THE PURLIN SPACING ON THE APPROVED TRUSS DESIGN IS MORE THAN THIS DETAIL SPECIFIES (­ * *), THEN THIS DETAIL SHALL CONTROL. 8-0-0 (MAX.) PANEL TOP d BOTTOM FOR . CAP TRUSS SECTION: BOTTOM CHORD OF CAP TRUSS 2X4 BRACE—,, 2-16d 3-16d TOE NAILED (2 FROM ONE FACE) 1.5" TOP CHORD OF BOTTOM TRUSS PIGGY -BACK CONNECTION (VERTICAL LOADS ONLY) TOP CHORD OF WIND SPEED <= 100MPH, USE 4X2 PURLINS (S.G.>=.42) @ BOTTOM TRUSS AT TOP CHORD SECTION OFHMAIN ED TRUSS. ATTACH ICAP LS ABOTTOM LONG LCHORD OFESziy'`\ TO EACH PURLIN WITH 3-16d TOE NAILS, TWO NAILS FROM ONE FACE. FOR WIND SPEEDS >100 MPH, ATTACH PURLINS @ TOE -NAIL BOTTOM CHORD OF THE 16"O.C.(MAX.) PIGGY BACK (CAP TRUSS) TO EACH !`Q LATERAL BRACE WITH 3-16d NOTE: THE PIGGY BACK BOTTOM TRUSS DESIGN MUST BE DESIGNED (2 FROM ONE FACE) WITH A MAXIMUM PURLIN SPACING AS FOLLOWS: WIND SPEEDS J No. m LESS THAN 100 MPH = PURLINS @ 24"O.C. (MAX.) ARE REQUIRED. 45 W rry WIND SPEEDS MORE THAN 100 MPH = PURLINS @ 16"O.C. (MAX.) Ex .12/31/06 _"Z7 ARE REQUIRED. * s9 C/v0- P OF REFER TO THE APPROPRIATE TRUSWAL CAL F DESIGN FOR THE REQUIRED WEB CONFIG. IN BOTH THE SLOPING AND FLAT SECTION OF THE HIP TRUSS, AND CAP TRUSS WARIMIGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual buildng component not buss system. It has been based on specifications provided by the component manufacturer - CODE(S) SPACING DATE and done in accordance with the current wnions of TPI and AFPA design standards. No responsibility is assumed for dimenslonal accuracy. UBC 24" O.C. 1-17-2003 Oimensionsare to be wrifi.d by the component manufacbuer andfnr building designer prior to fabrication. The building designer must ascertain that IBC / IRC Ne loads utilload on this design most or exceed Me loading imposed by the local building code and the particular application. The design ez:umes TiZ USWA L that dre top chord ta taterelly b.ced by th. roof or Ro..heathtog end tho bosom chord is tatanuly braced by a rigid sheathing material dbacay ®SYSTEMS aunehod, unless otherwise noted. 9ncing shown is for blond support of components mamba. only to reduce bucking length. This component shall not be placed In any errdronmem the vAll cause the moisture cement the to 19%andlor 4445 Northpark Dr. of wood exceed cause connector plate corrosion. Fabricate, handle, Install and bmce this buss In accordance wfh 'JOINT DETAILS by T.—!. ANSIfTPI 1', WTCA V.Wood Truss Council Colo Spr7 ngs, CO 80907 of America Standard Design Responsibilities, 'l MDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' TrusPlus 6..0 Ver: T6.3.5 -041&91) and 9418.91 SUMMARY SHEET' by TPI. The Trus Plot. Institute (TPI) is Located at D'Onom. Ddw, M.d..A Wisconsin 53719. JID 15529 Th.Am.dc-F—.tend PoparMs ciation(AFPA)Islodtodatttl119th Street NW,SNBoo.Washington,DC20038. (2) 16d TOENAIL CONT. 2X4 (4"s) SUPPORT TRUSS - / PI T YBACK DETAI PIGGYBACK 3 1/2"X8"X1/2" PLYWOD GUSSET EACH END OF TRUSS (AND •0" O.C. FOR SPANS 36' AND RGER) ATTACH WITH (4) 1.5" VG 8d NAILS. USE 2X4 AS AN fERNATE WITH (4) 16d EACH END. ,Y VS -5 4"3c6" NA-u--OAJ PlA7-t—:. Of?-- zoo , EswN * REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. i vim,l-uuu.3 Jurt'VN I bNAUNU. ATTACH TO THE TOP SIDE OF TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d NAILS "5—, Oc,oFESS/ A w3 N.C4582 m m E P. 12/31-/06 m ATE SHOULDER DETAIL *I