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SFD (05-1253)54040 Avenida Madero 05-1253 BUILDING & SAFETY DEPARTMENT P.O. Box 1504 (760).777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTION REQUESTS (760) 777-7153 . Q D Application Number 05-0 1253 j Date 4/08/05 Property Address 4 .0tj 1 M ENIDA MADERO APN: 774- C).-002-23 -000000- Application descrip i CjTY0FLr UU' WiELLI G - SINGLE FAMILY DETACHED Property Zoning . FlNANCEDESIDENTIAL Application valuation . . . . 110345 Owner Contractor ------------------------ MARK TUVELL TUVELL ------------------------ MTB INC. 50855.WASHINGTON ST #149 50855 WASHINGTON ST STE 149 LA QUINTA CA 92253 LA QUINTA CA 92253 (760) 272-6044 WCC: STATE FUND WC: 1795095-2004 08/01/05 CSLB: 838089 05/31/06 CCC: B ------ Structure Information SINGLE FAMILY DWELLING ----- Construction Type . . . . . TYPE V - NON RATED Occupancy Type . . . . . . DWELLG/LODGING/CONG <=10 Flood Zone . . . . . . . . NON -AO FLOOD ZONE Other struct info . . . . . CODE EDITION 2001 CBC # BEDROOMS 3.00 FIRE SPRINKLERS NO GARAGE SQ FTG 441.00 NUMBER OF UNITS 1.00 ----------------------------------------------------------------------------- 1ST FLOOR SQUARE FOOTAGE 1778.00 y Permit . . . . . . BUILDING PERMIT Additional desc Permit Fee . . . . 678.00 Plan Check Fee 440.70 Issue Date . . . . Valuation 110345 Qty Unit Charge Per Extension BASE FEE 639.50 11.00 3.5000 -------------------------------------------------------------------=-------- THOU BLDG 100,001-500,000 38.50 Permit . . . . . . MECHANICAL Additional desc . . Permit Fee . . . . 52.50 Plan Check Fee 13.13 Issue Date Valuation 0 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 w 9.00 2.00 6.5000 EA MECH VENT FAN 13.00 1.00 6.5000 EA MECH EXHAUST HOOD 6.50 Of P.O. sox lsoa VOICE (760) 777-7012 78-495 CALLS TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: 1 Os - /,Z 59 Date: /U • ! • O Applicant: Applicant's Mailing Address: Architect or Engineer:. Architect or Engineer's Address: Lic. No.. BUILDING PERMIT DECLARATIONS WA LICENSED CONTRACTOR'S DECLARATION 1 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 ss License L Ain full force and effect. Class , Lirie y No yC L /,P % i Contractor / 7—A7 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' 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 Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): U I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or 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.). U 1, 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.). U I am exempt under Sec. , BA P.C. for this reason Date WORKERS' 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 yrofkers' compensation insurance carrier andpoli number are: ? fit/ v Policy Number / I certify that, in the performance of the work for which this permit is issued, I shall not emp oy 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 "orkers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. / / /6" ..l)_n &__ _, WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS bfgfAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO'ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lenders Name Lenders Address 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 employeesfor any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to ent upon the above-mentioned p o inspection purposes. tDaie /i - , z Signature (Applicant or Agent): Page 2 Application Number . . . . . 05-00001253 Date 4/08/05 ------------------------------------------------------- Permit .. . . . . . ---------------------- ELEC-NEW RESIDENTIAL Additional desc . . Permit Fee 101.05 Plan Check Fee 25.26 Issue Date . . . . Valuation . . 0 Qty Unit Charge Per Extension BASE FEE .15.00 1778.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 62.23 441.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 8.82 1.00 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 ---------------------------------------------------------7------------------ Permit . . . . . . PLUMBING Additional desc Permit Fee . . . . 129.00 Plan Check Fee 32.25 Issue Date . . . . Valuation 0 Qty Unit Charge Per Extension BASE FEE 15.00 10.00 6.0000 EA PLB FIXTURE 60.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 6.00 .7500 EA PLB GAS PIPE >=5 4.50 -1.00 ---------------------------------------------------------------------------- 15.0000 EA PLB GAS METER 15.00 Permit . . . . . . GRADING PERMIT Additional desc Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Special Notes and Comments 1778 SF. SFD PERMIT DOES NOT INCLUDE BLOCK WALL, POOL/SPA OR DRIVEWAY APPROACH ----------------------------- Other Fees . . . . . ----------------------------------------------- . . . . ART IN PUBLIC PLACES -RES .00 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 44.07 DIF FIRE PROTECTION -RES 97.00 DIF LIBRARIES - RES 225.00 n Page 3 Application Number . . . . . 05-00001253 Date 4/08/05 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 STRONG MOTION (SMI) - RES 11.03 DIF STREET MAINT FAC -RES 15.00 DIF TRANSPORTATION - RES 1098.00 Fee summary ----------------- Charged Paid Credited Due Permit Fee Total ---------- 975.55 -------------------- .00 ---------- .00 975.55 Plan Check Total 511.34 250.00 .00 261.34 Other Fee Total 2460.10 .00 .00 2460.10 Grand Total 3946.99 250.00 .00 3696.99 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.24 X 1,778 S.F. or $3,982.72 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC/1st Bank -Mark Tuvell Check No. 78781 Name on the check Telephone 272.6044 Funding .Residential By Dr. Doris Wilson Superintendent Fee collected /exempted ron McGilvreyPayment Recd g4:98 1 - - PJ_ver/Under =` $3,987.76 Signature e NOTICE: Pursuant to Government Code Section 66020(d)(1), this will a to notify you that the 90 -day approval period in which you lmay protest the fees o r other. payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District(s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original -Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting CERTIFICATE OF COMPLIANCE J Fsc Desert Sands Unified School District 47950 Dune Palms Road < BERMUDA DUNES r Date 10/11/05 La Quanta, CA 92253 RAN INDIANWELLS LS No. 27752 (760) 771-8515 OESEW d P LA QUINTA INDIO y^` Q Owner Mark Tuvell APN # 774-193-002 Address Jurisdiction La Quinta City Zip Permit # Tract # Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 54040 Avenida Madero 1778 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments Overpayment paid in cash. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.24 X 1,778 S.F. or $3,982.72 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC/1st Bank -Mark Tuvell Check No. 78781 Name on the check Telephone 272.6044 Funding .Residential By Dr. Doris Wilson Superintendent Fee collected /exempted ron McGilvreyPayment Recd g4:98 1 - - PJ_ver/Under =` $3,987.76 Signature e NOTICE: Pursuant to Government Code Section 66020(d)(1), this will a to notify you that the 90 -day approval period in which you lmay protest the fees o r other. payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District(s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original -Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting PACording Requoved By 1CAGO TITLE COMPAM RECORDING REQUESTED BY. AND MEN RECORDED. MAIL TO: Richard Scott P O Box 10612 Palm Desert. CA 92261 ASSESSOR'S PARCEL NO.: 774 - 19 3. oo / . 4 Avu 771 /93 ooa S TITLE ORDER NO' 207055605 ESCROW NO 5556 -DS oio- 0 f GRANT DEED DOC " 2000-122340 03i3ti2M ee:eea Ras:ll.00 Paps 1 of i Ooo T Tut Paid Rso*rded in Offl*isl Rftoords County of Riverside Gary L. Oro* Rases ar, Candy Clerk & Reciarder IN u B U nae Yta M PC= 1 mr &W A R L can; Lora MruMo k1cm Eu,r The undersigned Grentor(s) declare that the DOCUMENT TRANSFER TAX IS: S 48.40 County $ City to( computed on the full value of the interest of property conveyed, or _computed on the full value less the value of liens or encumbrances remaining thereon at the time of sale. _OR transfer is EXEMPT from tax for the following reason: FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Rosemary M. Hezlep, Trustee of the Rosemary M. Hezlep Trust dated August 12, 1997 hereby GRANT(S) to Richard L. Scott and Claudia J. Scott, Outeband and Wife as Joint Tenants all that real property situated in the City of La Quinta Courtly of Riverside. State of California, described as: Lots 23 and 24 in Block 257, of Unit 24, of Santa Carmelite at Vale La Ouinta, as shown by Map on file in Book 19, page 44 and 45, Records of Riverside County, Califomia. Dated March 7, 2000 STATE OF COON OCALIF C ON Z' . before me 'Zj 414-(41201 Notary Public, personally apD Brad A personally known to ms (or proved to me on the basis of satisfactory evidence) to be the person($) whose n8rne(s) Ware subscribed to the within instrument and acknowledged to me that halshe/they executed the seine in hianrerAheu authar¢ed . and that by hisrherRheu signature(s) on the mtrument the person($) atha instr-9r upon behalf of ell of Me person(s) aided. executed tlw nstr WITNESS hard .MWIlEu _ 11 k MAIL TAX STAT ENTS TO- Rrcha d Scott - P Box 10612. Palm Desert. CA 92261 r Rosemary M. Heilep. Trustee TT fie,p t Nin*i1lEP IIOROf C rim Mis area for onxml notary :rah Q 5' tl COACHELLA VALLEY WATER DISTRICT CASH RECEIPT DETAIL ,I N-2 V-0480 Received From: V, X -P 1 ate.- Address: - Account No.Lot(s)3 1Tract C_ Service Address - 2X-1 -A G.A. Code ID,-'Meter(s) Service(s) 0 Backflow(s) 0 House Lateral(s) 0, Detector Check(s) 0 Meter Surcharge a " Sanitation Capacity Charge 0 W.S.B.FC. x 0 Temporary Construction Meter 0 Turn on Charge j 0 Uncollected Account - Name 0 Inspection Fee - Tract - Fee - • Plan Check Fees Water Sewer - Tract - • Bond Payment -A.D. - Bond- Assmt • Customer Deposit 0 Other TOTAL Remarks: 9—Copy to: Cash Water Service Check 1 _4 7 Money Order Cashier CVWD-438 (1/05) 1 - Certificate of Occupancyo o Tjhf ot C OFT19 Building Y p & Safety Department This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying -that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS: 54-040 AVENIDA MADERO Use classification: SINGLE FAMILY DWELLING Building Permit No.: 05-1253 Occupancy Group: R-3 Type of Construction: VN Land Use Zone: RC Owner of Building: MARK TUVELL Address: 50855 WASHINGTON ST, #149 City, ST, ZIP: LA QUINTA, CA 92253 By: KIRK KIRKLAND Date: DECEMBER 11, 2006 POST IN A CONSPICUOUS PLACE CERTIFICATE OF FIELD VERIFICATION AND DIAGNOSTIC TESTING CF -4R /n► Cgi- Zola ) ?/,?- 5-72 3 HER,?Rater Tglephon e grtifying Signature "/Date Firm: 171 . d'/gSSoC/u7 S Street Address: 7gb1b 0 ffi'0 '4 c/YC Copies to: Builder, HERS Provider N Date Builder Name ' Plan Number Sample Group Number Sample House Number HERS Provider: C HEEX S City/State/Zip: L u 'VV)7la , Cil HERS RATER COMPLIANCE STATEMENT The house was: ❑ Tested ❑ Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses identified on this form coyy with the diagnostic tested compliance requirements as checked on this form. E] Distribution system is fully ducted (i.e., does not use building cavities as plenums or platform returns in lieu ducts) Where cloth backed, rubber adhesive duct tape is installed, mastic and drawbar ds are used in combination with cloth backed, rubber adhesive duct tape to seal leaks at duct connections.'. ❑ MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage) Measured Duct Pressurization Test Results (CFM @ 25 Pa) values Test Leakage Flow in CFM If fan flow is calculated as 400cfm/ton x number of tons enter calculated value here If fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) _ Check Box for Pass or Fail (Pass=6% or less) ❑ ❑ Pass., Fail THERMOSTATIC EXPANSION VALVE (TXV) or Commission approved equivalent Yes ❑ No Thermostatic Expansion Valve (or Commission approved equivalent) is installed and Access is provided for inspection ❑ Yes is a pass ass Fail ❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT 1.. ❑ Yes ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -1 R and design on plan. 2. ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from CF -1 R. Measured Fan Flow = ❑ ❑ Yes for both 1 and 2 is a Pass Pass Fail I TITLE 24 REPORT I Title 24 Report for: MTB, Inc Avenida Madero La Quinta, CA 92253 Project Designer: Mark Tuvell Report Prepared By: Jason Campanella 50-855 Washington St. #149 La Quinta, CA 92253 (760) 590-9501 r Job Number: 0018 Date: 3/21/2005 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 'y"/,?y5 - . OFFlce 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 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 0018 User Number: 5961 TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Checklist Form C -2R Computer Method Summary HVAC System Heating and Cooling Loads Summary Room Load, Summary 1 2 3 6 8 12 13 EnergyPro 3.1 By EnergySoft Job Number. 0018 User Number: 5961 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R MTB. Inc 3/21/2005 Project Title Date Avenida Madero La Quinta Project Address Building Permit # Jason Campanella (760) 590-9501 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1, 778 ft2 Average Ceiling Height: 9.0 ft Total Conditioned Slab Area: 1, 778 ft2 Building Type: (check one or more) © Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: All Four Orientations Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Const. Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc. Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation R-15 Wall (W.15.2x4.16) Wood 0.081 Exterior Wall R-38 Roof (R.38.2x4.24) Wood 0.024 Exterior Roof FENESTRATION Shadina Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U - Factor Shading Yes / No Yes / No Left 33.4 0.74 0.66 Bug Screen ❑ X❑ ❑ ❑X Left 4.5 0.46 0.37 Bug Screen ❑ X❑ ❑ X❑ Rear 32.0 0.61 0.39 Bug Screen ❑ X❑ ❑ ❑X Rear 12.0 0.46 0.37 Bug Screen ❑ X❑ ❑ ❑X Right 6.0 0.61 0.39 Bug Screen ❑ X❑ ❑ X❑ Right 12.0 0.46 0.37 Bug Screen ❑ X❑ ❑ X❑ Right 33.4 0.74 0.66 Bug Screen ❑ X❑ ❑ X❑ Front 33.4 0.74 0.66 Bug Screen ❑ X❑ ❑ ❑X Front 26.7 0.46 0.37 Bug Screen ❑ X❑ ❑X❑ Front 72.0 0.61 0.39 Bug Screen ❑ X❑ ❑ ❑X ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run Initiation Time: 03/21/05 22:14.45 Run Code: 1111472086 Ener Pro 3.1 By EnerqySaft User Number: 5961 Job Number: 0018 Page: 3 of 13 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R MTB, Inc 3/21/2005 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts, attic, etc.) R -Value Type Comments Central Fumace 92% AFUE Ducts in Attic 42 Setback HVAC System Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 42 Setback HVAC Svstem WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value STATE S••-52-1 HE Heat Pump Standard 1 15,359 47 1.90 n/a n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 Bbwbr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS %'%J1VIr1L1M1VVC X71 M 1 CIVICIV I This certificate of compliance lists the building features and performance 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 recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Title/Firm: Mark Tuvell Address: Telephone: Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Name: Title/Firm: Jason Campanella Address: 50-855 Washington St. #149 La Quinta, CA 92253 Telephone: (760) 590-9501 lEnergyPro 3.1 By EnergySoft User Number: 5961 Job Number: 0018 Pane:4 of 13 Certificate of Compliance: Residential (Addendum) CF -1 R MTB, Inc 3/21/2005 Project Title pate Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specked 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 --s — u— au"uauy — us= z,pC lal jubu11l:4udn dna udGumenunion suomliiea. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS Plan I Field r..--...... 11— 1-1 11 — —U.—IIs, uIC IICIu VCIIII{Lduun and dlagnosuc tesnng or mese measures on a Tonn cF-eK. plan Field The HVAC System "HVAC System" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. EnergyPro 3.1 By EnergySoft User Number: 5981 Job Number. 0018 Page:5 of 13 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. 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 or enter NIA if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures a 4150(a): Minimum R-19 ceiling insulation. §150(b): Loose fill insulation manufacturer's labeled R -Value. • ❑X §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). []*§150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no ❑ greater than 2.0 perm/inch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ® §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiitration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §11D-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑X §1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemattextemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 5961 Job Number: 0018 Page:6 of 13 Mandatory Measures Checklist: 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. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. 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 or enter N/A if not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) r`§ 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181 A, or UL181 B. 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. Building cavities shall not be used for conveying conditioned air. 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 drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. 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. ❑ § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 35' of pipe between filter and heater for future solar, cover for outdoor pools or spas. a. At least 36' of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Nonelectrical cooking appliances with pilot < 150 Btu/hr) ❑§118 (f): Cool Roof material meet specified criteria Lighting Measures ® §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumenshratt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. FV §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 IumensMratt or greater switched at the entrance to the room or one of the aftemative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 5961 Job Number: 0018 Page:? o3 Computer Method Summary (Part 1 of 3) C -2R MTB, Inc 3/21/2005 Project Title Date Avenida Madero La Quinta Project AddressBuilding Permit # Jason Campanella (760) 590-9501 Plan Check/Date Documentation Author Telephone Computer Performance 15 Field Check/Date Compliance Method (Package or Computer) Cimate Zone Source Energy Standard Use (kBtu/sf-yr) Design Space Heating 0.83 Facing North Margin L1 Facing East Margin Wall 318 0.081 770 j) Wall 309 0.081 _ 0 Q Facing South Margin Facing West Margin 0.28 0.55 0.11 0.73 0.05 0.78 0.16 0.67 Space Cooling 31.85 26.76 5.09 ❑ 30.28 1.57 30.73 1.12 ❑ 29.13 2.72 Domestic Hot Water 14.06 1 11.31 2.75 ❑ 11.31 2.75 11.31 2.75 ❑ 11.31 2.75 38.35 8.39 41.70 5.04 42.08 4.66 40.60 6.14 Totals 46.74 ❑ ❑ This C -2R describes the front facing North occurrence of a four cardinal orientation analysis. Features are identical in all orientations. Total Conditioned Floor Area: 1,778 ft2 Building Type: Single Fam Detached Floor Construction Type: ❑Raised Floor [9 Slab Floor Building Front Orientation: All Four Orientations Total Fenestration Area: 14.9% Number of Dwelling Units: 1.00 Total Conditioned Volume: 16,002 ft 3 Number of Stories: 1 Total Conditioned Slab Area: 1,778 ft BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt Area MVAC System 1 77 16 On 1 nn rnnditionPd Setback- 2 n/ OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y /'N Form 3 Reference Location / Commpnts Wall 124 0.081 90 90 Wall 388 0.081 180 gn L1 ------------ R-15 Wall pN 15 2x4 16 1st Floor 15 2Y4 16) 1st Floor Wall 318 0.081 770 j) Wall 309 0.081 _ 0 Q ®❑ ®❑ R-15 Wall (W 15 2x4 15) 1st Floor R-15 Wall ON 15 2Y4 ir, 1st Flnnr Roof 1 778 0.024 _ 0 _Q ❑❑ R-38 Rcnf (R 38 2Y4 24) 1 st Flnnr ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ F -1F_ ❑ ❑ F -1F -1F-1 ❑' F-1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run Initiation Timee 0 1111472085 3.1 By EnergySoft User Number: 5961 0018 Page18 of 13 Computer Method Summary (Part 2 of 3) C -2R MTB, Inc 3/21/2005 Project Title Date FENESTRATION SURFACES # Type Area U- Factor SHGC Act. Glazing Type Azm. Tilt Location/ Comments 1 Window Left ( as o 33.4 0.740 0.66 90_ 90 Mtl Thermal Brk Clear Default 1st Floor 2 Window Left (East) 4.5 0.460 0.37 90 90 Mb Thermal Brk Clear Default 1st Floor 3 Window Rear (South) 16.0 0.610 0.39 180 90 Mb Thermal Brk Clear Default 1st Floor 4 Window Rear (South) 16.0 0.610 0.39 180 90 Mb Thermal Brk Clear Default 1st Floor 5 Window Rear (South) 12.0 0.460 0.37 180 90 Mb Thermal Brk Clear Default 1st Floor 6 Window Right _(West. 6.0 0.610 0.39 270 90 Mb Thermal Brk Clear Default 1st Floor L Window Right es 12.0 0.460 0.37 270 _900 W Thermal Brk Clear Default 1st Floor 8 Window Right (West) 33.4 0.740 0.66 270 90 Mb Thermal Brk Clear Default 1st Floor 6 Window Front (North) 33.4 0.740 0.66 0 90 Mtl Thermal Brk Clear Default 1st Floor 1Q Window Front (North) 26.7 0.460 0.37 0 90 Mb Thermal Brk Clear Default 1st Floor " Window Front (North) 35.0 0.610 0.39 0 90 Mtl Thermal Brk Clear Default 1st Floor 12 Window Front (North) 12.0 0.610 0.39 0 90 Mtl Thermal Brk Clear Default 1st Floor 1a Window Front (North) 25.0 0.610 0.39 0 90 Mtl Thermal Brk Clear Default _1st Floor INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt Dist Len Hgt 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Buq Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 EnergyPro 3.1 By EnergySoft User Number: 5961 Job Number. 0018 Pape:9 of 13 Computer Method Summary (Part 3 of 3) C -2R MTB 'Inc 3/21/2005 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments Frame Wall Stucco 124 0"88 _21 OA7 R-15 Wall (W.115.2x4.16) 2 1st Floor / Exterior Mass Frame Wall, Stucco 388 0_88 _21 0_47 R-15 Wall (W.15.20.16) 2 1st Floor / Exterior Mass Frame Wall, Stucco 318 0.88 21 0.47 R-15 Wall (W.15.2x4.16) _2 1st Floor/ Exterior Mass Frame all, Stucco 309 0.88 21 0_47 R-15 Wall (&15.2x4.16) 2 1st Floor / Exterior Mass PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 92%AFUE Ducts in Attic 4.2 Setback HVAC System Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic etc) R -Value Type Comments Split Air Conditioner 12.0 SEE Ducts in Attic 4.2 Setback HVAC System WATER HEATING SYSTEMS Rated' Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst (Btu/hr) (gal) Efficiency Loss (%) Ext STATE S"-52-1 HP Heat Pump Standard —1— 15,359 47 1.90 n/a n/a 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. Computer Method Summary (Addendum) C -2R MTB, Inc 3/21/2005 Project Title pate 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 HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS p— I .. Esc ncnQ 14Oac9 nIuar ucn:u111ena Tie neva vernnaaaon ana oiagnosac Testing of mese measures on a torm cF-6R. —plan7 Field The HVAC System "HVAC System" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. EnergyPro 3.1 By EnergySoft User Number: 5961 Job Number. 0018 Page: 11 of 13 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE MTB Inc 3/21/2005 SYSTEM NAME FLOOR AREA HVAC Svstem 1 77R EA 26.0 of 69.1 of Outside Air 0 0 cfm Supply Fan 1300 cfm 69.1 of 69.1 of 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 2,477 31,763 4,177 627 25,780 0 1,588 1,289 0 0 0 0 011 0 0 0 0 1,588 1,289 34,939 4,177 28 358 BDP CO. 563AN036-A 19,847 13,767 56,000 Total Adjusted System Output 19847 13,767 56,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pml I Jan 12 am 109.5 of Heating Coil at Time h Retum Air Ducts `S Supply Air Ducts 108.6 of ROOMS 70.0 of (COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak1 111.0 / 77.6 of — 0 Outside Air 0 cfm 79.1/69.4 of 79.1 / 69.4 of 79.1 / 69.4 of 64.8 / 64.0 of Supply Fan 1300 cfm Cooling Coil h Retum Air Ducts 4 Supply Air Ducts 66.0 / 64.4 of 64.3% R.H. ROOMS 78.0/69.1OF I EnergyPro 3.1 By EnergySoft User Number: 5961 Job Number 0018 Page:12 of 13 ROOM LOAD SUMMARY PROJECT NAME MTB, Inc DATE 3/21/2005 SYSTEM NAME HVAC System FLOOR AREA 1,778 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mutt. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE 1stFloor 1 st Floor 1 2,477 31,763 4,177 2,477 31,763 4,177 627 25,780 PAGE TOTAL L 2,477 31,763 4,177 TOTAL 1 2,477 31,763 4,177 627 25,780 627 25,780 EnergyPro 3.1 By EnergySoft User Number: 5961 Job Number: 0018 Page: 13 of 13 .wa TRUSSWORKS A Company 75-110 ST. CHARLES PLACE SUITE I IA PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341-2293 MANUFACTURING YARD: 55755 TYLER STREET, FAX: 760-399-9786 You C THERMAL, CA. 92274 CITY O &A W IoTA BUILDING APPROVED FOR CO DA JOB No.: NAME: PROJECT:F - NATIONAL INSPECTION ASSOCIATION, INC. Report Number. A, 030 Quality Systems Management, Inc. National Testing, Inc. Accredited Ouality Assurance / Control Agency IAS AA-583 -1'✓letul Plate Corrected Wood Tress Non Listed Fabricator's Audit Audit Date/Arrive/Depart: /d -Gt /a, a .,-t Fabricator's Name: -7—Qt1sLocation: Does the Fabricator have a current Agreement with the Agency for Audit? .............:.....:............. Is the Quality System Manual, "QSM" up to date per -AC -10 & AC -98? ....................................... Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards & Engineers Specifications? ..::.......... Is an.acceptable In -House Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... Is there a System in place to deal with Non -Conforming Materials? .............. :............................... Are written Q.C. Inspection Reports and Agency Audits kept for at least.two years? .................. Have any Corrective Action Requests, "CAR", been issued during this Audit? Product Check, - Origination Date Revir Yes _ / No Yes _,G No Yes ,C No Yes _ No Yes _&/ No Yes _, No Yes. No Yes / No Yes ✓ No .................. Yes No CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Joint Accuracy Is _wit_hiri 1/8" Plate Placernem 1 040 ANSI /'i* Pi zOO2 Plate Size ICC ES Plate to Wood Tolerance Is within 1/32" Label Legiblllty - Labels on Site - Stamps..V Labels l'nnF. CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process ✓ Per AC -98 Any Test Performed or Witnessed Per AC -98 Is There Product Tractability Per AC -98. Any "CAR" Reports From Lest Audit Per AC -98 Any Shut Downs or Disruptions In Production ✓ Per AC -98 Any Samples Taken ✓ Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -98 Does the Final Product meet UBC / IBC and National Standards? Required Signatures Fa tor. Q.C. Supervisor Auditor for National Inspection Association P.D. Box 3426 E -Mail: -NlAgillette@vcn.com (307) 685-6331 G Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 Page One -of Two i SSIONAL ARe9I7Ecri CERTIFICATION ON IS INTENDED SOLELY TO VERIFY THIS i LAYOUT & THAT INDIVIDUAL TRUS j 5 ARE )PPORTING THE APPLIED LOADS. LAY- .,SiONS WERE PROVIDED BY THE EU!' -DER NG THE MANUFACTURER INPUT THE%! INTO KAGE ALONG WITH THE DESIGN UNIT LOAD. ;,TORS SHALL BE REVIEWED AND VERIFIED crag ®fiSIGN PROFESSIONAL OF RECORD. 21-4 13-8 Phone (760) 341-2232 S AN T A F E 1 Fax # (760) 341-2293 4 Q MARK TUVELL TRUSSWORKS X A Company You Can Truss! X 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 SALES REP SB DUE DATE : DSGNR/CHKR SB / SB TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf Total 40.00 psf No. Clio IW3112005 ;x";Z;'7 MAR 212005 WO# : J420=8 Date : 3/22/2005 14:05 DurFac-Lbr 1.25 DurFac-Plt 1.25 O.C. Spacing 24.0 Design Spec CBC -01 #Tr/#Cfg : 60 / 15 Job Namd: SANTA FE 1 RG R -LOC REACT SIZE REQ -D 1 0-1-12 853 3.50• 1.50• 2 21- 2- 4 853 3.50• 1.50• RO REQUIREMENTS shown are based ONLY a the trues material at each bearing TC FORCE AAL BND CSI 1-2 5 0.00 0.45 0.45 2-3 -2169 0.04 0.45 0.49 3-4 -5 0.00 0.45 0.45 HC FORCE AAL BND CSI 5-6 2024 0.20 0.59 0.80 6-7 1858 0.18 0.59 0.78 WEB FORCE CSI WEB FORCE CSI 1-5 -177 0.06 3-6 354 0.15 2-5 -2109 0.98 3-7 -1951 0.91 2-6 213 0.10 4-7 -172 0.06 Truss ID: A01 TC 2x4 SPP 1650F-1.58 BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD GBL BLR 2x4 HF STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). Thin trues requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. ®Web bracing required at each location shown. See standard details (T%01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. tri UPLIFT REACTION(S) : Support 1 -233 lb Support 2 -233 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yee, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg width 20.00 ft Mean roof height = 16.16 ft, mph - 80 CBC Special Occupancy, Dead Load = 10.2 psf 6" TYPICAL PLATE: 1.5-3 T 4-0-0T 12.2-0 1 1 77-0 77-3-1 7-0-13 14-3-14 2 3 0 7-0-2 21-4-0 4 341 3-8B2 5 10.8-0 10-8-0 6 7 10-8-0 21-4-0 T T 40- == Joint Locations = == 1 0- 0- 0 5 0- 0-0 2 7- 0-13 6 10- 8- 0 3 14- 3-14 7 21- 4- 0 4 21- 4- 0 A No. Clfsst a 10/31/2005 EYP GATE MAR 2.2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB S S W O and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U R KS A Company You Can Trussl 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 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA F - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -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) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf P BC Dead 10.00 psf TOTAL 40.00 psf O.C.SpaGing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.18 - 0 Job Name: SANTA FE 1 Truss ID: A02 Qty: 11 Drw : RGx-Loc REACT SIZE REO'D TC 2x4 SPP 1650F -1.5E web bracing required at each location shown. UPLIFT REACTIONS) 1 0- 1-12 853 3.50• 1.50• BC 2x4 SPP 1650P -1.5E ® See standard details (T%01087001-001 revl). Support 1 -233 lb 2 21- 2- 4 853 3.50- 1.50^ WEB 2x4 HP STUD Plating Spec : ANSI/TPI - 1995 Support .2 -233 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This trues SB designed using the n the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC -01 Code. End verticals designed for axial loads only. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE ARL END CSI Extensions above or below the truss profile Truss Location - End Zone 1-2 5 0.00 0.45 0.45 (if any) require additional consideration Hurricane/Ocean Line - No , Exp Category - C 2-3 -2169 0.04 0.45 0.49 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 3-4 -5 0.00 0.45 0.45 Mean roof height - 16.16 ft, mph80 =10.2 BC FORCE ARL END CST CBC Special Occupancy, Dead Load psf 5-6 2024 0.20 0.59 0.80 6-7 1858 0.18 0.59 0.78 WEB FORCE CSI WEB FORCE CSI 1-5 -177 0.06 3-6 354 0.15 2-5 -2109 0.98 3-7 -1951 0.91 2-6 213 0.10 4-7 -172 0.06 7-0-1 7-3-1 7-0-2 7-0-13 14-3-14 21-4-0 2 3 4 02_ 3g1 3-8132 5 10-8-0 10-8-0 6 7 10_8-0_ 21.4-0 MAX DEFLECTION (span) : L/999 IN MSM 5-6 (LIVE) L= -0.23" D= -0.23" T= -0 = Joint Locations ===== 1 0- 0- 0 5 0- 0- 0 2 7- 0-13 6 10- 8- 0 3 14- 3-14 7 21- 4- 0 4 21- 4- 0 A No. Ct1991 1 W3112M L I j MAR 2.2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ®WAIWINGRead T R U S S W O R KS 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. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB Dsgnr: SB A Company You Can Trussl 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 TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone se 341-2232 ( ) Fax # (760) 341-2293 environment that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, ANSI/TPI 1','WTCA I' - Wood Thus Council of America Standard Design Responsibili[ies,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -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) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing z- o- o Design Spec CBC -01 Seqn T6.4.18 - 0 Job Name: SANTA FE 1 Truss ID: A02A Qty: 1 Drw : RGx-LOC REACT SIZE REW D TC 2x4 SPF 1650F-1.59 Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 853 3.50• 1.50° BC 2x4 SPF 1650P-1.59 ® See standard details (Tx01087001-001 reel). Support 1 -233 lb 2 21- 2- 4 853 3.50° 3.50• WEB 2x4 HP STUD Plating Spec : ANSI/TPI - 1995 Support 2 -224 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the trues material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC -01 Code. End verticals designed for axial loads only. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL END CSI Extensions above or below the truss profile Truss Location = End Zone 1-2 5 0.00 0.45 0.45 (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category = C 2-3 -2169 0.04 0.45 0.49 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width 20.00 ft 3-4 -5 0.00 0.45 0.45 Mean roof height = 16.16 ft, mph = 80 HC FORCE ARL END CSI CHC Special Occupancy, Dead Load = 10.2 psf 5-6 2024 0.20 0.59 0.80 6-7 1858 0.18 0.59 0.78 WEB FORCE CSI WEB FORCE CSI 1-5 -177 0.06 3-6 354 0.15 2-5 -2109 0.98 3-7 -1951 0.91 2-6 213 0.10 4-7 -172 0.14 6" 1 7-0-13 7-3-1 7-0-13 14-3-14 2 3 02_ 7-07-02 21-4-0 --= == Joint Locations = -- 1 0- 0- 0 5 0- 0 0 2 7- 0-13 6 10- 8- 0 3 14- 3-14 7 21- 4- 0 4 21- 4- 0 4 ED AN, mak, vrc$ 0° Gq, ,lFc z z T * No. c: O 2 . 7 6-0-0 11=1112M SHI DIP DANE 0..w AR 212005 5 6 7 10 10-8 0-8-0 21.4-0 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® T R U S S WO R KS 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. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB Dsgnr: SB A Company You Can Trussl 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 Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Tmswal software', 'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -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) is located at 11 I 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 SBgn T6.4.18 - 0 Job Name: SANTA FE 1 RGR-LOC REACT SIZE REQ'D 1 0- 1-12 853 3.50• 1.50• 2 21- 2- 4 853 3.50• 3.50• RG REQUIREMENTS shown are based ONLY n the trues material at each bearing JTC FORCE ARL BND CSI 1-2 5 0.00 0.45 0.45 2-3 -2169 0.04 0.45 0.49 3-4 -5 0.00 0.45 0.45 HC FORCE AXL BND CSI 5-6 2024 0.20 0.59 0.80 6-7 1858 0.18 0.59 0.78 FORCE CSI WEB FORCE CSI -177 0.06 3-6 354 0.15 -2109 0.98 3-7 -1951 0.91 I]213 0.10 4-7 -172 0.14 Truss ID: A03 TC 2x4 SPP 1650P-1.59 BC 2x4 SPP 165OF-1.59 WEB 2x4 HF STUD GBL BLR 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT ()1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This trues requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. ®Web bracing required at each location shown See standard details (TR01087001-001 revl) Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 1 UPLIFT REACTION(S) : Support 1 -233 lb Support 2 -224 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.16 ft, mph 80 CBC Special Occupancy, Dead Load = 10.2 psf 6- TYPICAL PLATE: 1.5-3 7-0-13 7-0-13 i_=Joint Locations - o- 0- 0 5 0- 0 0 7-31 -1 7-0 2 7- 0-13 6 10- 8- 0 14-3-14 21-40 3 14- 3-14 7 21- 4- 0 4 21- 4- 0 2 3 4 0 5 10-8 10-8-0 6 B2 o -W 7 10-8_ 0 21-4-0 2-7-4 1 D AR i Q s D. Rio. 01991 6-0-0 IP ,asUNN CAII ! MAR 2-2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ®WARNINGRead T R U S S W O R KS 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. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB DS nr' SB g TC Live 20.00 psf TC Dead 10.00 psf Durleacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 A Company You Can Trussl 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 brazed 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 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone se 34A. 2 2 ( ) Fax # (760) 341-2293 environment that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -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) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.4.18 - 0 jJob Name: SANTA FE 1 Truss ID: A04 Qtv: 11 Drwa: RG R -LOC REACT SIZB PEW D TC 2x4 SPF 1650P-1.SE 1 0- 1-12 853 3.50• 1.50• BC 2x4 SPP 1650F-1.513 2 21- 2- 4 853 3.50• 1.50• WEB 2x4 HP STUD RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 n the trues material at each bearing Drainage must be provided to avoid ponding. TC FORCE ARL END CSI 1-2 5 0.00 0.45 0.45 2-3 -2169 0.04 0.45 0.49 3-4 -5 0.00 0.45 0.45 BC FORCE ARL END CSI 5-6 2024 0.20 0.59 0.80 6-7 1858 0.18 0.59 0.78 WEB FORCE CSI NEB FORCE CSI 1-5 -177 0.06 3-6 354 0.15 2-5 -2109 0.98 3-7 -1951 0.91 2-6 213 0.10 4-7 -172 0.04 ®web bracing required at each location shown. See standard details (TR01087001-001 revl). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. UPLIFT REACTIONS) : Support 1 -233 lb Support 2 -230 lb This trues is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Trues Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.16 ft, mph 80 CBC Special Occupancy, Dead Load 10.2 psf 6- 7-0-13__, " 7-0-13__, 7-0-13 =_== Joint Locations ==_ 1 0- 0- 0 5 0- 0- 0 2 7- 0-13 6 10- 8- 0 3 14- 3-14 7 21- 4- 0 7-3-1 7-07-02 4 21- 4- 0 14-3-14 21-4-0 1 2 3 4 0 361 3-8B2 5 10-8-0 10-8-0 6 7 10-8-0 21-4-0 D. No 011991 c * .*o' MAR 2--2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® T R U S S W O R KS 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. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chit' SB DS nr' SB g A Company You Can Trussl 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 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 that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install and brace this [runs in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSUTPI 1.,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.4.18 - 0 Job Name: SANTA FE 1 Truss ID: A05 1 Drw : RG R -LOC REACT SIZE REQ D TC 2x4 SPP 1650F-1.58 -Qty: Web bracing required at each location Shown. UPLIFT REACTION(3) 1 0- 1-12 853 3.50• 1.50• BC 2x4 SPP 165OF-1.5E ® See standard details (Tx01087001-001 revl). Support 1 -233 lb 2 21- 2- 4 853 3.50- 1.50• WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 Support 2 -230 lb RG REQUIREMENTS shown are based ONLY GBL ELK 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF This trues is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. CBC -01 Code. Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AxL END CSI at 16.0 " o.c. unless noted otherwise. End verticals designed for axial loads only. Truss Location = End Zone 1-2 5 0.00 0.45 0.45 Top chord supports 24.0 " of uniform load Extensions above or below the truss profile Hurricane/Ocean Line = No Exp Category = C 2-3 -2169 0.04 0.45 0.49 at 20 psf live load and 10 psf dead load. (if any) require additional consideration Bldg Length = 40.00 ft, Bldg Width 20.00 ft 3-4 -5 0.00 0.45 0.45 Additional design considerations may be (by others) for horiz. loads on the bldg. Mean roof height = 16.16 ft, mph = 80 required if sheathing is attached. CBC Special Occupancy, Dead Load = 10.2 BC FORCE AxL END CSI [+) indicates the requirement for lateral psf 5-6 2024 0.20 0.59 0.80 bracing (designed by others) perpendicular 6-7 1858 0.18 0.59 0.78 to the plane of the member at 63"intervals. Bracing is a result of wind load applied WEE FORCE CSI WEB FORCE CSI to member.(Combination axial plus bending). 1-5 -177 0.06 3-6 354 0.15 This truss requires adequate sheathing, as 2-5 -2109 0.98 3-7 -1951 0.91 designed by others, applied to the truss 2-6 213 0.10 4-7 -172 0.04 face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6" T 4 -0.0q- 120 -0-0T 12.2-0 1 TYPICAL PLATE: 1.5-3 7-0-13__, 7-3-1 7-0-13 14-3-14 2 3 02- 7-0- 21-4-0 4 T T 4-0-0 l51 sig, 3-8B2 5 10-8-0 10-8-0 6 7 10-8-0 21-4-0 _= Joint Locations - =1 0- 0- 0 5 0-=- 0- 0 2 7- 0-13 6 10- 8- 0 3 14- 3-14 7 21- 4- 0 4 21- 4- 0 MAR 2 2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® TR U S S WO R KS 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. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB Dsgnr: SB A Company You Can Trussl 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 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 that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1%'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLBJG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-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) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec CBC -01 Seqn T6.4.18 - 0 Job Name: SANTA FE 1 Truss ID: A06 Qty: 3 Drw : RG R -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.58 Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 853 3.50• 1.50• BC 2x4 SPP 1650P-1.51 ® See standard details (TR01087001-001 revl). Support 1 -233 lb 2 21- 2- 4 853 3.50• 1.50• WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -230 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER-ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC -01 Code. End verticals designed for axial loads only. Bldg Enclosed - Yee, Importance Factor - 1.00 TC FORCE AAL BND CSI Extensions above or below the truss profile Truss Location - End Zone 1-2 5 0.00 0.45 0.45 (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category = C 2-3 -2169 0.04 0.45 0.49 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 3-4 -5 0.00 0.45 0.45 Mean roof height - 16.16 ft, mph - 80 BC FORCE AEL END CSI CHC Special Occupancy, Dead Load = 10.2 psf 5-6 2024 0.20 0.59 0.80 6-7 1858 0.18 0.59 0.78 WEB FORCE CSI WEB FORCE CSI 1-5 -177 0.06 3-6 354 0.15 2-5 -2109 0.98 3-7 -1951 0.91 2-6 213 0.10 4-7 -172 0.04 7-0-13 7-31 7-0-2 7-0-13 14-3-14 21-4-0 2 3 4 0 3g1 3-8B2 5 10 10-8-0 6 7 10-810-8-0 21-4-0 T 2-7-5 T T 4-" T MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.23" D= -0.23" T= -0 =1_= Joint Locations -=a.== 0- 0- 0 5 0- 0- 0 2 7- 0-13 6 10- 8- 0 3 14- 3-14 7 21- 4- 0 4 21- 4- 0 MAR 2-2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® T R U S S WO R KS 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. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk• SB DS nf• SB g A Company You Can Trussl 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 brazed by the roof or Boor 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 TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this thus in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSI/TPI l','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'WB-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) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.18 - 0 Job Name: SANTA FE 1 Truss ID: A07 Qtv: 7 Drwa: RG X -LOC REACT SIZE REO'D TC 2x4 SPF 165OF-1.5E 1 0- 1-12 853 3.50• 1.50• BC 2x4 SPP 1650F-1.58 2 21- 2- 4 853 3.50• 1.50• WEB 2x4 HF STUD RG REOUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 n the truss material at each bearing Drainage must be provided to avoid ponding. TC FORCE AXL BND CSI 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 A Company You Can Truss l 1-2 5 0.00 0.45 0.45 2-3 -2169 0.04 0.45 0.49 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A 3-4 -5 0.00 0.45 0.45 O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 BC FORCE AXL END CSI Phone (760) 341-2232 5-6 2024 0.20 0.59 0.80 Design Spec CBC -01 Fax # (760) 341-2293 6-7 1858 0.18 0.59 0.78 Seqn T6.4.18 - 0 WEB FORCE CSI WEB FORCE CSI 1-5 -177 0.06 3-6 354 0.15 2-5 -2109 0.98 3-7 -1951 0.91 2-6 213 0.10 4-7 -172 0.06 7-0-13 7-0-13 ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. UPLIFT REACTIONS) : Support 1 -233 lb Support 2 -233 lb This trues is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 16.16 ft, mph 80 CBC Special Occupancy, Dead Load = 10.2 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L- -0.23" D= -0.23" T= -0 -=- Joint Locations =- = 1 0- 0- 0 5 0- 0-0 2 7- 0-13 6 10- 8- 0 3 14- 3-14 7 21- 4- 0 7-37-3 7-07-02 4 21- 4- 0 14-3-14 21-4-0 2 3 4 0 25 361 3-8B2 5 21.4-0 10-8-0 10-8-0 6 7 10 21.4-0 T 2-7-4 1 MAR 2--2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WAS yll y G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 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 A Company You Can Truss l is laterally braced by the roof or Floor sheathing and the bonom 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 TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 P psf O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI Phone (760) 341-2232 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- SUMMARY is BC Dead 10.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (HIB -91) and'1116-91 SHEET by TPI. The Truss Plate Institute (TPI) located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.18 - 0 Job Name: SANTA FE 1 RGA -LOC REACT SIZE REO'D 1 0- 1-12 853 3.50• 1.50• 2 21- 2- 4 853 3.50 1.50• RG REQUIREMENTS shown are based ONLY a the truss material at each bearing TC FORCE ARL BND CSI 1-2 5 0.00 0.45 0.45 2-3 -2169 0.04 0.45 0.49 3-4 -5 0.00 0.45 0.45 BC FORCE AXL END CSI 5-6 2024 0.20 0.59 0.80 6-7 1858 0.18 0.59 0.78 PLEB FORCE CSI WEB FORCE CSI 1-5 -177 0.06 3-6 354 0.15 2-5 -2109 0.98 3-7 -1951 0.91 2-6 213 0.10 4-7 -172 0.06 TYPICAL PLATE: 1.5-3 Truss ID: A08 TC 2x4 SPP 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD GBL BLX 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. T 4-0-0T 120.2 1 7-0-13 7-0-13 ®web bracing required at each location shown. See standard details (TR01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. i UPLIFT REACTIONS) : Support 1 -233 lb Support 2 -233 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yea, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height - 16.16 ft, mph = 80 CBC Special Occupancy, Dead Load = 10.2 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.23" D= -0.23" T- -0 _- Joint Locations = 1 0- 0- 0 5 0- 0- 0 2 7- 0-13 6 10- 8- 0 3 14- 3-14 7 21- 4- 0 7-37-3_1 7.0-2 4 .21- 4- 0 14-3-14 21-4-0 2 3 4 025 Ill 3-8B2 5 10-810-8-00 10-8-0 6 7 10-8-0 21-4-0 - ` MAR 2, 2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J4208 ®WAPJVINGRead TR U S S WO R KS 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. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB Dsgnr: SB A Company You Can Trussl 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone se ( ) 34A. 2 2 Fax # (760) 341-2293 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 that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood Thus Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.18 - 0 Jot) Name: SANTA FE 1 RGA -LOC REACT SIZE REQ'D 1 0- 1-12 758 3.50• 1.50• 2 18- 9-12 758 3.50• 1.50• RG REQUIREMENTS shown are based ONLY n the trues material at each bearing TC FORCE ARL END CSI 1-2 5 0.00 0.49 0.49 2-3 -1657 0.02 0.49 0.51 3-4 -4 0.00 0.33 0.33 BC FORCE ARL END CSI 5-6 1679 0.16 0.49 0.66 6-7 1238 0.12 0.49 0.61 WED FORCE CSI WEB FORCE CSI 1-5 -168 0.06 3-6 481 0.17 2-5 -1752 0.92 3-7 -1376 0.74 2-6 196 0.06 4-7 -99 0.04 Truss ID: A09 TC 2x4 SPP 1650F -1.5E BC 2x4 SPF 1650F-1.SE WEB 2x4 HF STUD GBL ELK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [a) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the trues face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. ®Web bracing required at each location shown. See standard details (T%01087001-001 reel). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the trues profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 1 UPLIFT REACTION(S) : Support 1 -213 lb Support 2 -213 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 16.13 ft, mph80 CBC Special Occupancy, Dead Load = =10.2 psf 6- TYPICAL PLATE: 1.5-3 7-0-13 7-0-13 7-30 4-7-11 14-3-13 18-11-8 2 3 4 025 '-fit 4-132 16-11-6 1 12-4-8 5 6 7 ST11R 10-8-0 i 10-8-0 88-3_88 18-11-8 4-0-0 SHIP L ===== Joint Locations ===== 1 0- 0- 0 5 0- 0- 0 2 7- 0-13 '10- 8- 0 3 14- 3-13 7 18-11- 8 4 18-11- 8 10 NO- C11991 i W311=5 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® TR U S S W O R KS A Company You Can Trussl 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone se 341-2232 ( ) Fax # (760) 341-2293 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. Dimensions are 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 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 that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSI/TPI 1','WTCA P - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -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) is located at I 1 I 1 19th Street, NW, Ste 800, Washington, DC 20036. Chk' SB Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.18 - 0 Job Name: SANTA FE 1 Truss ID: A09A Qty: 2 Drw : RG X-LOC REACT SIZE REQ'D TC 2x4 SPP 165OF-1.5E web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 758 3.50 .1.50- BC 2x4 SPP 1650F-1.51 ® See standard details (TR01087001-001 revl). Support 1 -213 lb a 1e- 9-1a 758 3.50- 1.50^ WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -213 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the trues material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC-01 Code. End verticals designed for axial loads only. Bldg Enclosed - Yes, Importance Factor - 1.00 TC FORCE AXL END CSI 75-110 St. Charles pl. ste-11A ExtenslonB above or below the truss profile Truss Location - End Zone 1-2 5 0.00 0.49 0.49 Palm Desert, CA. 92211 (if any) require additional consideration Hurricane/Ocean Line - No , Exp Category - C 2-3 -1657 0.02 0.49 0.51 Phone (760) 341-2232 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 3-4 -4 0.00 0.33 0.33 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 1 19th Street, NW, Ste 800, Washington, DC 20036. Mean roof height - 16.13 ft, mph80 =10.2 Seqn T6.4.18 - 0 CBC Special Occupancy, Dead Load psf BC FORCE AXL END CSI 5-6 1679 0.16 0.49 0.66 6-7 1238 0.12 0.49 0.61 WEB FORCE CSI WEB FORCE CSI 1-5 -168 0.06 3-6 481 0.17 2-5 -1752 0.92 3-7 -1376 0.74 2-6 196 0.06 4-7 -99 0.04 6- 4-0-0T 2-2-0 1 7-0-13 7-3=- 4-7-11 i 7-0-13 14-3-13 18-11-8 1 2 3 4 0 '-it 4- I2 5 6 10 10-8-0 4-" 2-4-8 7 STUB 8-3-8 18-11-8 7-== Joint Locations -- =1 0- 0- 0 5 0- 0- 0 2 7- 0-13 6 10- 8- 0 3 14- 3-13 7 18-11- 8 4 18-11- 8 MAR 2-2 2005 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB R S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T U 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 A Company You Can Trussl 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 TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf p O.C.S acin 2-0-0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal sofrware', ANSI/TPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec CBC -01 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'FBB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.18 - 0 Jos Name: SANTA FE 1 ,2-4-8 Truss ID: A10 Qty: 16 Drw : Rc x -LOC REACT SIZE REQ -D TC 2x4 SPF 165OF-1.SE web bracing required at each location Shown. UPLIFT REACTION(S) 1 0- 1-12 758 3.50• 1.50• BC 2x4 SPF 1650P -1.5E ® See standard details (Tx01087001-001 revl). Support 1 -213 lb 2 18- 9-12 758 3.50• 3.50• WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 Support 2 -203 lb RG REQUIREMENTS show are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the a the trues material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC -01 Code. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 End verticals designed for axial loads only. Bldg Enclosed = Yea, Importance Factor - 1.00 Tc FORCE ARL BND CSI Phone (760) 341-2232 Extensions above or below the trues profile Truss Location = End Zone 1-2 5 0.00 0.49 0.49 Fax # (760) 341-2293 WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American (if any) require additional consideration Hurricane/Ocean Line = No j Exp Category = C 2-3 -1657 0.02 0.49 0.51 Forest and Paper Association (AFPA) is located at It I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg width - 20.00 ft 3-4 -4 0.00 0.33 0.33 Mean roof height - 16.13 ft, mph = 80 BC FORCE ARL END CSI CBC Special Occupancy, Dead Load = 10.2 psf 5-6 1679 0.16 0.49 0.66 6-7 1238 0.12 0.49 0.61 JWEB FORCE CSI WEB FORCE CSI 1-5 -168 0.06 3-6 481 0.17 2-5 -1752 0.92 3-7 -1376 0.74 2-6 196 0.06 4-7 -99 0.08 7-0-13 7-3=- 4-7-11 7-0-13 14-3-13 18-11-8 1 2 3 4 Or 25 B2 0-:0 T 2.6-11 T 6 H MAX DEFLECTION (span) L/971 IN MEM 5-6 (LIVE) L- -0.23" D= -0.23" T= -0 TiJoint Locations = o- 0- 0 5 0- o- 0 2 7- 0-13 6 30- 8- 0 3 14- 3-13 7 18-11- 8 4 18-11- 8 `SZEREO IW31/20ps EWDATE R 2,2 2005 t 18-11-8 ,2-4-8 5 g 7 i STUB 10-6-0 3/22/2005 10-8-0 ,B.,,.B 18-1 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer - Chit: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB A Company You Can Trussl 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, uniess otherwise TC Live 20.00 psf DurFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSUI'PI Phone (760) 341-2232 I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'RANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 10.00 psf Design Spec CBC -01 Fax # (760) 341-2293 WOOD TRUSSES' - (HIB -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) is located at It I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.18 - 0 Job Name: SANTA FE 1 Truss ID: A11 Qty: 1 Drw : RGR-LOC REACT SIZE REOD TC 2x4 SPP 165OP-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 13- 6- 9 223 3.50 .1.50• BC 2x4 SPF 1650F-1.59 THIS DESIGN IS THE COMPOSITE RESULT OF - Support 1 -74 lb 2 18- 9-12 223 3.50- 3.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -63 lb RG REOUIRHNBti'TS shown are based ONLY GBL BLR 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the trues material at.each bearing Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. CBC -01 Code. at 16.0 " o.c. unless noted otherwise. End verticals designed for axial loads only. Bldg Enclosed - Yee, Importance Factor = 1.00 TC FORCE ARL END CSI Top chord supports 24.0 " of uniform load Extensions above or below the trues profile Truss Location - End Zone 1-2 -3 0.00 0.34 0.34 at 20 psf live load and 10 psf dead load. (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category = C Additional design considerations may be (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width 20.00 ft BC FORCE ARL END CSI required if sheathing is attached. Mean roof height = 16.13 ft, mph80 =10.2 3-4 -1 0.00 0.16 0.16 [r] indicates the requirement for lateral CBC Special Occupancy, Dead Load - psf bracing (designed by others) perpendicular WEB FORCE CSI WEB FORCE CSI to the plane of the member at 63 -intervals. 1-3 -167 0.06 2-4 -167 0.14 Bracing is a result of wind load applied 1-4 1 0.00 to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the trues face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 4-" 4-" T 2-5-6 T 5-7-0 5-7-0 2 0 T 2-6-„ 6-" SHIP 82 0-M MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= -0.02" D. -0.02" T- -0 _=== Joint Locations ==- 1 0- 0- 0 3 0- 0- 0 2 5- 7- 0 4 5- 7- 0 No. 011991 10/31/2005 EXP DATE 2--.22005 1 5-7-0 1 13-4-8 2-4-_ TYPICAL PLATE: 1.5-3 STUB 3 5-7-0 4 STUB 3/22/2005 1 All plates are 20 gauge Truswal Connectors unless receded b Mx" for HS 20 gauge or "H" for 16 gauge, positioned e-OJoint Detail Reports available from Truswal software, unless noted. Scale: 9t32" = 1' P 9 9 P Y" 9 9 9 9 P P P WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® T R U S S W O R KS 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. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB Dsgnr: SB A Company You Can Trussl 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 TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSIrrPI 1','WTCA F - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -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) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.4.18 - 0 Job Name: SANTA FE 1 7-8-0 Truss ID: Al2 Qty: 2 Drw : RG R -LOC REACT SIZE REO'D TC 2x4 SPF 1650F-1.SE Web bracing required at each location shown. UPLIFT REACTIONS) 1 0- 1-12 - 547 3.50• 1.50• BC 2x4 SPP 165OF-1.SE ® See standard details (TX01087001-001 reel). Support 1 -163 lb 2 13- 6- 4 547 3.50• 1.50• WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -163 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This trues is designed using the a the trues material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC -01 Code. End verticals designed for axial loads only. Bldg Enclosed = Yee, Importance Factor - 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile Truss Location End Zone 1-2 5 0.00 0.52 0.52 (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category - C 2-3 -591 0.00 0.52 0.52 (by others) for horiz. loads on the bldg. Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 16.08 ft, mph 80 BC FORCE AxL END CSI CHC Special Occupancy, Dead Load = 10.2 psf 4-5 980 0.09 0.48 0.51 5-6 2 0.00 0.48 0.48 WEB FORCE CSI WEB FORCE CSI 1-4 -165 0.06 3-5 730 0.25 2-4 -1023 0.51 3-6 -584 0.21 2-5 -449 0.18 4-"T 2-2-0 1 7-0-13 7-0-13 2 025 6-7-3 13-8-0 3 B1 B2 MAX DEFLECTION (span) : L/803 IN MEM 4-5 (LIVE) L= -0.20" D= -0.20" T= -0 ---== Joint Locations====; 1 0- 0- 0 4 0- 0- 0 2 7- 0-13 5 10- 8- 0 3 13- 8- 0 6 13- 8- 0 D. No. M991 0 *► 10134/2005 'IFOF cA+.=p MAR 2 2 2005 13-8-0 7-8-0 4 5 6 STUB 10-8-0 3/22/2005 10-8-0 13-8-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 318" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr• SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S WO R KS A Company YCTl p youanruss 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 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that 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 the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSI/TPI 1.,W rCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf p BC Dead 10.00 psf O.C.S acin 2- 0- 0 p g Design Spec CBC -01 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.18 - 0 Joh Name: SANTA FE 1 RG X -IAC REACT SIZE REQ'D 1 0- 1-12 547 3.50 . 1.50• 2 13- 6- 4 547 3.50• 1.50• RG REQUIREMENTS shown are based ONLY n the trues material at each bearing TC FORCE AXL END CSI 1-2 5 0.00 0.52 0.52 2-3 -591 0.00 0.52 0.52 HC FORCE AXL END CSI 4-5 980 0.09 0.48 0.57 5-6 2 0.00 0.48 0.48 WEB FORCE CSI WEB FORCE CSI 1-4 -165 0.06 3-5 730 0.25 2-4 -1023 0.51 3-6 -584 0.21 2-5 -449 0.18 Truss ID: A13 TC 2x4 SPP 165OF-1.SE BC 2x4 SPP 1650F-1.58 WEB 2x4 HF STUD GBL ELK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. tt] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 1 Drwg: UPLIFT REACTIONS) : Support 1 -163 lb Support 2 -163 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.08 ft, mph = 80 CSC Special Occupancy, Dead Load = 10.2 psf 0" 1 7-0-13 7-07-0 2 025 6-76-7_ 3 13-8-0 3 3-4 36 36 T 4-0-0 H 2-5.6 In MI LU 1 3-4 4 4 At B2 ==-_= Joint Locations == -- 1 0- 0- 0 4 0- 0 0 2 7- 0-13 5 10- 8- 0 3 13- 8- 0 6 13- 8- 0 M No. C119 1 c 10/31/2005 EKP DATE 'MAR 2-2 2005 7-8-0 STUB - TYPICAL PLATE: 1.5-3 4 5 6 10-8-0 3-" 3/22/2005 10-8-0 13-8-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J4208 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB 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 TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss l 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 TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, 'ANSIlfPI Phone (760) 341-2232 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD BC Dead 10.00 psf Design Spec CBC -01 TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.18 - 0 A 1. 2:4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD • PURLINV O1t4:011.0.c. — 2. 20 NI HF OR 02 OF PURLINS 4' - 0' O.0 xm J. 214 01 HF OR 02 OF CONTINUOUS STIFFENER ATTACHED TO POST, I 4. HIP TRUSS 01 SETBACK FROM END WALL AS NOTED ON TRUSS DESIONI S. ,, EXTENDED END JACK TOP CHORD (TYPICAL.).: . 7 II b. COMMON TRUSS. r I I 40 7.• HIP CORNER RAFTER. II =. Ix+1CONTIN000S LATERAL BRACING. B ILA! S 1. I 1 9. EXTENDED BOTTOM CHORD. II Laiu SECTION A I 1 As HITF T- ffTABUhTOFROOF , IS PBR BUILDINO DPMONER. i II a 4 I I P SETBACK AS NOTED . ON TRUSS DESIGN. HIP TRUSSES 2C O.C. (TYPICAL.) I_ 1% 00 ,wawA7Eam*mcnaN PLANC ` BY.O7HM (1YP1I`,AL} • rye WARNING Road oll not" on IAIs DANt Ond 91m Copy of N to the EfocMg Contraotoc gi r s « nr or.r.hrir rw m.rowr r W w~ hrwr «w.orcar.. po.om A on or rr rrrrrr m No Tau r \► to In wa`ww'.erorrTwnwrera. ,r. MerrprMgT awtgrehoo.we"SWAN* Owrrorrr HIP FSG DETAIL 1/21/98 «." ea.Pwrr rrrrw «w r+«r ar hrr Tor r reirrw The r Y rrYr Wr wrrA r1r rr hw o mh«rr ~ "•wrrwrw crra paw 4 r. eon k ame.. r.. wre wrarvaaarrr+r wau.wrwr Tar r rr rr g r ooy irT r 0" In" OF 8 qe rrrY M—W b.co, Man,& Won, gr rr «ra eMg, lam ++rrrwow.rarwac r.r r --'AM WASrV ra► The myr".n r«Yr•rrrtiwrrrrhwr row lrr wYr frr*aAa/PIMOORO N. PdOIKr•.rM L rNh MMO• r rlry• h(N6IKKMTE OCOtiOpN1011 MGM .al".rrrrrc TlKgppyy hh y •rrrrr.'01WJnCCNMMrTARVAMPMWU&MT/CaOINGM T100D TlrhrrE!' • y irL T. won pus makftap AND MOC/D METAL PIATE COMM= WM jXj"W • VOMT! M, 7Mt M+hDhwl+fNfEr VA" thrTNr►rrr ongoo, rowr poonro0ir werr wawrA wq. ArArorOrr GW lfpw AAOOrrr tMwy r •rM/ • hxY C•rreYu Ar, rK M A OC aural m OR I C MR TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS; COLORADO 80907 (800)322.4045 (719)598-5660 FAX(719)$98.8463 DETAILS FOR w CONVE T N , aONALLY FRAMED VALLEY SETS PLAN VIEW A CENTER P:bGE DETAIL A RAFTEF i VALLEY RAFTER (TYP ) 2 -16d TOE NAILS (TYP) 2 X 4 BLOCK W17.y 4 -16d PLA` VIEW DETAIL C 2X4 15- PURLIN \ 2X4 BLOCK WITH 2 .16a TRUSS TOP Note.: TRUSSES @ 24" O.C. GIRDER DESIGNED TO SUPPORT THE -TIEJN- TRUSSES B C ELEVATION VIEW. The maximum Tcr:l TOP Chord Load - 48 PSF h5nturn Top Ch -rd Dead Load = 7 PSF The design for eta,-' loads and their connections is the responsibility of 1-e Building Designer. The details Provided address Jrcrily, and wind uplift loads only per the UBC. The maximum W.-_-1 speed is 95 MPH. 25 It Mean Roof Height (max.). Exp. C. 16d box nails are ryP:-al throughout, except as noted ( in details ), The Center Ridge Rafter ( CRR ) is 2 x 6 stud. Attach this to the 1 x 8 with 4-160 toe nails ( 2 from each.)ace ). Attach the Opposite and to Iho tr%mi; the same. The Valley Rafter.:. Pi' -tins, and blocking material are 2 x 4 stud. The btoclong mus' ba paced 24- O.C. and be adequately braced in the lateral direct an .t 6.0-0 O.C. Attach this blocking to the Valley Rafter wilh 5.1;d. Attach this blocking 10 the purlin with 2-16d. The trusses below the valley are spaced 24' O.0 _ The Purtina•are full ienglh under the valley set and must be installed at 24 O.C. They are :o be attached Io each overlapping truss lop chord wilh 2-16d nails. If het are not one continuous length, add a 12' long nailer to the face o.' .he truss lop chord with 4.16d Ind one puitin section DETAIL "g on the truss and bean the additional section on the nader. VALLEY RAFTER A I x 8 Perimeter rr:ine: must be attached through the sheathing and into each truss below with 3-6d box nails. This 1 x 8 follows the outside prOfiie Iof the valley. t The Valley Rafters :re spaced 24'0.C. Attach them to The CRR with 1 5' 2.16d loo nails. Altr rh the opposite and to the 1 x 8 with 3-8d loo nails. 2 X 4 BLOCK PLAN VIEW WITH 3 - 16d * REG/8 yG' CHAR F 9 oOCA 0 a O DETAIL 0 -n 0 v tXa PERIMETER ) $ n RUNNER VALLEY RAFTER 2-16C TOE NAILS. O Tp O C•'GS y°4 s rO CHORD 7n 6' O • SHEATHING ELEVATION VIEW ELEVATION VIEW r PEAK PLATE: 3.4 (1x4) 6.6 (2x61 8.6 (201) MAXIMUM 1'-O" EAVE WITH BBLOCKS (1.32'o.c. OR 2'•0' EAVE, BRACE MAXIMUM SPACING / MAXIMUM, WITH 4x2 12 OR BTR. OUTLOOI(ERS CUT INTO GABLE 32"o.a, it 2x4 12 MINIMUM CONTINUOUS STRONGBACK BRACED TO ROOF STRUCTURE AT 6'-0' MAXIMUM. STRONGBACK AT, 2x4 STRONGBACK BRACED 4'-10" CLEASPAN, 70 MPH AT EVERY 8'-0' MAXIMUM 1.5.3. TYPICAL 4'-1.5'CLEARSPAN, BO MPH COfIdELTiON MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24'o.c. BRACE WALL BRACING PER HEEL E. 65-5 12x6) .6 12X8) II IL SC SPLICE: 3.4 12x41 2x4 CONTINUOUS OACKING 5-5 (2x8) ` i CONTINUOUS HEARING WAIL I 6-6 (2x8) A O THE WALLWITH 16d ILPLATES AT 24" o.e. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL IIEUUIREMENTS SHOWN) 2x4 SOLID BLOCK WITH 3-16d NAILS GABLE STU Ell ARcy MAXIMUM 40 PSF LIVE LOAD. Bd AT 8" o.c. SHEATHING TO GABLE EA. END ANT 8d NAILS FROM SHEATHING I 50 49 LE MPH WIND EXPOSURE C, TRUS6, 8d AT 6' a.c. TO BLOCK At 8"o.c. 0 / / _ LESS THAN 20'-0' WALL HEIGHT. 1.18d G1 1991 BRACING DETAILS / 2-16d ' N o 1 5 Q 1 X" NOTCH 32' O.C. D Q= I I SOLID BLOCK 2-16d WITH 2.18d TOE- J. O WITH RACE NAILS NAILED EA. END 2 1 qTF pF vLAfE CODE SfNs:IPJG DATE MODEL 20 UBC CONTINUOUS 2/11/99 A n t P" 1"1 P" T A l l e-% WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. Thy detlgn Is for sn'etWvidual buildmp Component. n has been based on specifications provided by the component manufacturer and done in ' sccardence„ an the current versions of TM and AFPA d slgn erandards. No responsib" Is assumed far dimensional accuracy. oimensrons are to be vented by 1M component marwhcturer enaror building designer pnor 10 fabrication. The building designer shall ascensln that the bads uIMM on ads design meal OF excited the loading imposed by Ne 1=1 burping code. 11 Is assumed that tM too chard Is WitreM braced by ate root or Igor shading and ttN bottom chard is laterally, traced by a rigid sheathing rmileritl directly attached, %Mass otherwise noled, gracing e{ e r` 0 -Own is fir Isisral suppnn of components members only to reduce bwWMg length. This componoW shall not be placed in arpnenvaonrnera In ,rill cause pas molnure content of Ina wood esped 19:t and/or cruse cannecla plats conoLon. hbdpte. MndN. Ngal and baser this Ona in Eli NOTE: Vent Ulocks may be omilled where no vent Is required. Ut-34. T -34 - D-24. T-34 Varlea I to suit vent or outlooker Cutout for 2x4 laid (lot ISpaeing per building tans) Alternate Stud Connection with Sta_ plus. Stud . Connection e - lige x 1" Crown 1 1/4"lona D-2.5/1 T-31 or equ al ' Cutout fey 2Y4 tall n.l t ` lx4 Add-on —.3— w11h.9dnails at 1611o.c. (by builder) 'OFF STUD'CUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 4 OUTLOOKERS F.Ue Ito. Cable End Truss Date: 12/4/79 R cL De s. Dy: J N Ck. 0y: e. 2=16d nails 12 varies DESIGN FOR TYPICAL CAULE: E:ND'TRUSS D-14. T•74 CAIILI: FIND TRUSS PlaWLI CABLEIEND BRACING n..t CCn140014 It I.L y -.11--fir+.1 /e.M 111..I II w ...w ...IWr. w+.ryiw .. MtW.0 /OtInCM-0t M,M+w OYir w.>.aw l.r Wr.w •1oi.r+w..t.. ...'Tlll..www.ti..lr.+,-..y.i.wa...r•wwlwwr+I.M+.Ir.J{'...Mww..w.u ..uwv.I rw.wMtn . •...nrriw.....w.r TRUSWALFANAHEI oonlMOC.ta►¢tOF^AMwwc.a► RO N E L DETil01 Cal•w•.. ►I v.4-111:11t..ow.11t:,10".JJ-w.11.w.r.0--+ . w.•Ntrt•.•11-..II-..L M.. u.i-fw IIr.. O'ronr ll 1. Wo1 wa.n.u.ngtr+ ..dt..uw..►...w. .t/.a..lr.o...u.w lea o.aa..o1. .a..1.■ AT111NT W I N t ` o e I o e 4 1 I • D-24. T-34 Varlea I to suit vent or outlooker Cutout for 2x4 laid (lot ISpaeing per building tans) Alternate Stud Connection with Sta_ plus. Stud . Connection e - lige x 1" Crown 1 1/4"lona D-2.5/1 T-31 or equ al ' Cutout fey 2Y4 tall n.l t ` lx4 Add-on —.3— w11h.9dnails at 1611o.c. (by builder) 'OFF STUD'CUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 4 OUTLOOKERS F.Ue Ito. Cable End Truss Date: 12/4/79 R cL De s. Dy: J N Ck. 0y: e. 2=16d nails 12 varies DESIGN FOR TYPICAL CAULE: E:ND'TRUSS D-14. T•74 CAIILI: FIND TRUSS PlaWLI CABLEIEND BRACING n..t CCn140014 It I.L y -.11--fir+.1 /e.M 111..I II w ...w ...IWr. w+.ryiw .. MtW.0 /OtInCM-0t M,M+w OYir w.>.aw l.r Wr.w •1oi.r+w..t.. ...'Tlll..www.ti..lr.+,-..y.i.wa...r•wwlwwr+I.M+.Ir.J{'...Mww..w.u ..uwv.I rw.wMtn . •...nrriw.....w.r TRUSWALFANAHEI oonlMOC.ta►¢tOF^AMwwc.a► RO N E L DETil01 Cal•w•.. ►I v.4-111:11t..ow.11t:,10".JJ-w.11.w.r.0--+ . w.•Ntrt•.•11-..II-..L M.. u.i-fw IIr.. O'ronr ll 1. Wo1 wa.n.u.ngtr+ ..dt..uw..►...w. .t/.a..lr.o...u.w lea o.aa..o1. .a..1.■ AT111NT RECOMMENDED CONNECTION DETAILS 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 EVGINEER 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 TRUSSES @ 24" O.C. (TYP.) A r BLOCK W *711 BLOCK . ® • STUDS. @ A L 16" O.C. (TYP.) -.BLOCK, TOP PLATES SECT. A -A 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 DE'' SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS f ' X' BRACING B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. WALL'MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE 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 2-8dNAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS 2 BOT CHORD R41B 2X TOP PLATE &==4 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: 1,10. Glome B07 HOP TRUSS (TYP.' Q WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH 2X. SECT. C C TOP PLATE 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. (TYP.) TRUSS CLIP TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 CO010031GOA V 1/10/01 Users of Truswal engineering: The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for whichAt it is required to reduce buckling Iength.....Sealed 3ngineering., drawings from Truswal will show the required nun)bbr and approximate locations of braces for each member needing bracing. In general, this bracing 'is done by using Truswal Systems Brace-ItTM or a 1 x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the treses and adequately designed, co- nected 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 (no`:.building system bracing):. 1. A 'x or 2x structurally graded °T" brace may be nailed flat to the edge of the member with 10d common or box nails all 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. 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 r y 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. Anw. 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. 1. EXAMPLES 2. 90% L 90% L Please contact a Truswal engineer if there are any questio 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. • False Frame verticals are spaced 6'-0" o.c. or less. No additional point loads or uniform loads are p. Esent 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. supp -i 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 W. Repair as follows: 1. Cut a'/z" CUX 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 or. only that face. If both faces 0 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°...w (zero design forces). ' _ H 4". Typical Joint LATERAL: LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. "THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 12 ANY PITCH MAXIMUM WIND SPEED 1S 85 MPH. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. / 2x4 CONTINUOUS LATERAL ."', BRACING APPLIED AT 24'o.c r' ATTACH EACH BRACE TO THE t10l -1 1 ni3::S ilVl H L- i Ird NAILS AT EACH INTERSECTION. TOE-NAIL"THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. 5 -( m PGL vel ax N`) CODE SPACING DATE UBC 24"o.c. 4-30-98 ._ T CAP COIti'NE ^ .: .: -..7/ .. \e,A►5►_ 4 SYSIRMS IRUSWAL SY:I,NG COW61A.:;A11 s CO I . )I 2-16d NAILS TOENAILED 11/2' ? 2x4 BRACE / BOTTOM TRU CHORD/WEB SIZE ARE PER THE APPROPRIATE -IUS:"AL DESIGN. SECTION : CAP TRUSS 2-10d NAILS C CO W20 * aC v No. C11991 1013112005 Q crj, EX 2 OF WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. This design is for an Intl idual buifdmg component. IT has been based on specifications provided by mo component mamrlaaurer and done In acewas oa with the ppront versions of TPI and APPA deaign standards. No responsibility Is assumed for dimensional accuracy. Oimle worts ue to be v$M@d by IM component Manufacturer and/or bu2A'erg designer prior 10 tebrlation. The building designer shall ascertain 1h41 the lads utgRed on this deafgn meal Of nand the Loading Imposed by the local bedding code It is assumed that the top chord istalstalty braced by the root or floor sheelhing and the bottom chord is laterally brocgC by a "id sheathing merarlal Flveclh altaaed. unless otherwise noled aracurq shown is lot lateral support of components members only to Flows buckling length. This component " not be placed n any enw.onmem met w1e Ceuta the moisture, content ol the wood exceed 19% and/or Aute cbmucw plate c011esNn Fabrkere. handle. intlad and brace this truss in ocwrrn.n; a .rah my I.,Ilw:nq era+d3rte: 'TRUS(.QM MANUAL' by bus. " ta...11y CANT%AL STu:UARO r0F lreTaL P(ATf C0: rrtF.CTE0 WOOD ThUSSES' • (OST4e).'MMDUNG INSTALLING AND OMCINO Mt:TAL PLATE CONNECTEO WOOD TRUSSES' • (MB•gq and'NIBAI SUMMARY SHEET' by TPI. The Truse Plate Institute (TR) is located at Sat O'Oriobto OFM. Madison. Wisconsin $37 19 Tho American Fant and PAW Association (APPA) is loafed at 1250 ConnWicut Ave. NW Sig 200. WnhirVon. OC 20028.' PIGGYBACK DETAIL (2) 16d TOENAIL PIGGYBACK .SL. ol ObAl • _:S i SL1 1 S1SLti1 11:11LL CONT. 2X4 -- 4050 Cq—s SUPPORT TRUSS Z'2"X8"XI/2*' J,PL'(WGD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36'AND LARGER) ATTACH WITH (4) 1.5" 72" D.C.- TYP• LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16d' EACH END. 1630 (I -S'73). P3260 3-5) 4 I 1630 D5 . 1630 3245 (3-4) ' -SSLiLSL ARrS rJ C y/ . i. ..... (I S3 3) 1630 1630 SP 3260 1.5X3 (rip,) 50. GAR 24 (ISS -3) Ohs' -3) C3 -.S) vc Cyy G 02 2X4 CONTIrJUGUS SUPPGRI dkACING. Q p ATTACH TO THE TOP SIDE OF TOP CHORD OF Lu x TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d CC v V10,G>1995 REQUIRES 2X4 BRACE WHEN • . p13 p VERTICAL EXCEEDS 5'-0" 2 NAILS 1I2 ExP ppSE Z AtL•' Q+^ti BRACES AT 10'-0" ETC. S SHO LDER DETAIL OF Ap p jUTA C. V P ;.ZFi' = 1206' A --l- FA)DS OF GAf3 = 73 R & (T -r- ofk AJor 7-41'0-c-> rjT •.r sb/U s oNC -r E LS t A Zl 00 SPL- ST: luY orr}E 2s Al I „ 6prse „ -n2vss 5e 6 (,szGN 0\) kv, dk U%c--°i-) C-C)AL. Z4 -n o, C- i .._..r n . .. n !) I G i S avU- Job Name: STANDARD HIP RAFTER 8' SETBACK Truss ID: RAF -4 ePG X - LDC UPLIFT SLq I R1E61' TDP CORD 2x4 FL H1 9 Mr. 11- 2-1 Permanent bracing s required (by others to pprreevveen t rq attan%t l See Hj&-91 and t.4r? B[dg.B 1.50" SLIDER 2x4 FL 111 & Btr. TBF: 29.3 u0: LLM10 This design Is for an lodlvidual building componeat. It has been hosed an specifications provided by the component manufacturer and done In Chk' Customer Name: PLATING BASED CN WEN LL96ER VALUES. 3-54 IO -3-12 Plating spec 'ANSI TPI - 1995 OF UPLIFT SLq TH1S. Si 1§ THE ITE RESULT "H"(16 a.), positioned per Joint Report. Circled plates and false ` MULTIPLE LDd1D CASES. PLATE VALUES PSR ICBG RESW0i REPORT #1 This Permanent bracing s required (by others to pprreevveen t rq attan%t l See Hj&-91 and t.4r? B[dg.B NISI/7i'I I-1995; 1 End 10.3.4.6. F Lrr . , TC Vert TC Vert 6 (s estgrA using the =Yes End Ione = No Line = No , Catego - C 99.pp t, Bldg {fi tth = 3U.O7ft, R 4 1 ttnad = 12.0 psf CASE /11 DESIGN LDADS L. Loc o k 3 i 33 ` Cl 9-1D-13 30.0 11-5-2 2 . '1-1-12 11-1-12 2 ! 5P3-5 2-11-5 4-1-1 SHIP. 1 0 ARC yir GAq e 1/2" GAP MAX t 2-9-15 11-3-7 3 4 11.1-12 1 11 1-12 Truswal systems Plates are 20 ga. unless shown by "18"(18 ga.) or i{ %V I Scale: 5/16" = 1' "H"(16 a.), positioned per Joint Report. Circled plates and false ` frame ptates are.positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 u0: LLM10 This design Is for an lodlvidual building componeat. It has been hosed an specifications provided by the component manufacturer and done In Chk' Customer Name: TRUSW AL accordance the c m current aetsbn re TPI .m AFPA deigns prior t. ab responsibility L assumed for r shall sol ocelot. Dimensions are to be verUled by me component manufacturer and/or building dnigror prior to fabrication. The building doslgner shall aseerWn mat me loads utllised as Dsgnr: lILC = 5 TC Live "6. Q psf Durfaes L=1-25- P=1.25 dd6 design meet or exceed she leading imposed by the local building code. It is assumed that me top chord is bteraliv brand by The roof or flwr SYSTEMS sheathing and the bonom chord Is bterally booed by a rigid sheathing material directly amched, unless otherwise meted. Umcing shown is fur bteral 14.0 Rep Mbr Slid1.00 support of component members only to reduce buckling langur. This component shall not be placed In any environment mat will cause the molstore- TC Dead- psf content of the wood exceed 19% and/or cause connector plain corrosion. Pabricate, handle, Install and brace this truss In accordance with me following BC Live .0 psf 0. C. Spacing 2- 0- 0 4443 Northpark Ot., Ooh Spdage, CO I= standar4: TRUSCOM MANUAL', by TnovAd, 'QUALITY CONTROL STANDARD FOR METAL PLATS CONNECTED WOOD TRUSSES' - IIANDLINO 'NIB BC Dead 10.0 psf Design Spec UBC -97 WST-gg), INSTALLJNO AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (1118-91) and -91 SUMMARY PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF 5 PS PRESSURE BLOCK PRESSURE BLOCK 3-16d WITH 4-16d NAILS 3-10d 3-10d WITH 4-16d NAILS 3-10d r BOTTOM CHORD OF 21-0" O.C. TYPICAL j HIP NO. I TRUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTOM CHORDS OF END'JOINTS ARE ATTACHED WITH 3-1 Od NAILS AT EACH END OF THE PRESSURE BLOCK. SPACING OA IE TW20 UBC NA 5/15/9 7 o1fri, CA n Is n -E asna rCIV1l VE10 10/t 1.0%. alslOnit+l ctu ` Ginn I;10'IS nn 011 n1u11Cu 10.1 SNI . IfVS1ul Im"Mr, snrcut cvn11IG .:,f It, "I 4s;l Int nI .IV VIII -,0181 I16 Inur,pr, 41y1.04 IS Ua-r1.uUnI u n IRUSWAL SYSIEMS CORPORAIION iisi yir2. i ro01f_ •V, t Ittl 11 1 HIP NO. l TRUSS ,k_Et4D IDE VIEW t JACK RESSURE BLOCK 3-10d It+ Or a,: IO ISCEa1/IN Uul t1I(IC 10105 VI UlIO ON ITIS 0(SIG11 KItI Oa CIC(IO IK OftO 01 1111E f1a11CIVa uro 11I( llv( lOros II-a0fE0 e+ IK LoC4 eultolr?i COM Oa 011011oS rq aS1'ONSIell111 IS rfful-EO ron oIK11s10N1L KCVIIC+ r((o r+ Ill 1.8 .110,1110 CQ10(C1on P(rtt$Sllprn 1aC lnusr l le 11..Oa o w'r 1s SII CIrIt0 -4q+ 1111" rK 0V41I+ CONIao( 0aIV1L• or IK rauif gilt IISIIIVIC IIr11 1No In ll►1'pi Pill Nor VECIr1c I OtSIGn11lo 1111E t0 et EOVrl11 OIvIMO 0C1g1lS L l en1CfI1G rltoularo 01 II101v1ou.L Iouss WrernS Is IroILO aI 1"Is Oar■1146 Ir lot- Cllarl toe Cplllnuousl+ ea1Cr0 9+ sly lhgnG I/Ill sS On(prtsl s'1go rY4n1 mry Irp OUr.CII+ 10 Nq 001 to. C"PIU. 11 S"Ill: eL ea C10 I INII avµS w FrC110 •K isljo InKOIS 1111" CWIIaaO IO fr(c mgrsSstTuLtIQvICI aLGAsoI-G II roa/nr rnlcljOv (01p11nk0 to 1gr,v(NI Ip- 1"",1 Nq o0rl'g11IG $4110 10 9 WWI •OM IOussIS E1gr pI1IG 11$11 n(nt CO•nVSlat ru foist'-Co-ICFa1gI1G -opta 11110 FaC11p1, e 1/ LOCu1aIs C.."1,R4a5. 1rq 1 C1gappS p n.0 I$Vss to $nL.lvl l.$0OoC0 S SI-1Ll 'toll Of. OLrctb 1-I w1 tNvinOlrlNl'I" 11111 GUSt WE I101stunl tall I or IK II: On UUSF [1rr11r1nI m... •......-..-.. ....... __.. -- .-'....i_....'_ ro01f_ •V, t Ittl 11 1 HIP NO. l TRUSS ,k_Et4D IDE VIEW t JACK RESSURE BLOCK 3-10d It+ Or a,: IO ISCEa1/IN Uul t1I(IC 10105 VI UlIO ON ITIS 0(SIG11 KItI Oa CIC(IO IK OftO 01 1111E f1a11CIVa uro 11I( llv( lOros II-a0fE0 e+ IK LoC4 eultolr?i COM Oa 011011oS rq aS1'ONSIell111 IS rfful-EO ron oIK11s10N1L KCVIIC+ r((o r+ Ill 1.8 .110,1110 CQ10(C1on P(rtt$Sllprn 1aC lnusr l le 11..Oa o w'r 1s SII CIrIt0 -4q+ 1111" rK 0V41I+ CONIao( 0aIV1L• or IK rauif gilt IISIIIVIC IIr11 1No In ll►1'pi Pill Nor VECIr1c I OtSIGn11lo 1111E t0 et EOVrl11 OIvIMO 0C1g1lS L l en1CfI1G rltoularo 01 II101v1ou.L Iouss WrernS Is IroILO aI 1"Is Oar■1146 Ir lot- Cllarl toe Cplllnuousl+ ea1Cr0 9+ sly lhgnG I/Ill sS On(prtsl s'1go rY4n1 mry Irp OUr.CII+ 10 Nq 001 to. C"PIU. 11 S"Ill: eL ea C10 I INII avµS w FrC110 •K isljo InKOIS 1111" CWIIaaO IO fr(c mgrsSstTuLtIQvICI aLGAsoI-G II roa/nr rnlcljOv (01p11nk0 to 1gr,v(NI Ip- 1"",1 Nq o0rl'g11IG $4110 10 9 WWI •OM IOussIS E1gr pI1IG 11$11 n(nt CO•nVSlat ru foist'-Co-ICFa1gI1G -opta 11110 FaC11p1, e 1/ LOCu1aIs C.."1,R4a5. 1rq 1 C1gappS p n.0 I$Vss to $nL.lvl l.$0OoC0 S SI-1Ll 'toll Of. OLrctb 1-I w1 tNvinOlrlNl'I" 11111 GUSt WE I101stunl tall I or IK II: On UUSF [1rr11r1nI m... •......-..-.. ....... __.. -- .-'....i_....'_ SUPPORT REQUIRED e4 I orMMIM13 auIR'VIR I rum I url W.0 umu.,- Vr. CIVI./ J/1 EIVIERY ea MAXIMUM. rr MAK WHERE THEY CROSS SUPPORTING MEMBWRS. B-- -,,7:54 OG TAG 1 A TYPICAL EI•D JACK WITH VARYING TOP CHORD LB If3TII8. '' HIP GIRDER (ONE OR MORE PLY). HIP TRUSSES 'em DETAIL OPTIONS 0 ) THE SUPPORTING MEMBER WITH (2)10d NAILS. FOR REACTIONS GREATER THAN 300111, THE DETAILS BELOW MAY BE ;ED TO PROVIDE ADEQUATE BEARING SUPPORT. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE cQU1RED BEARING AREA (OR LENGTH).AS;SHOWN ON THE INDIVIDUAL LUSS DESIGNS. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE JPPORTING MEMBER WITH (2) 10d NAILS. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL DNNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE - 41L CONNECTION. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING . REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP IYSTEM THAT ARE NOT SHOWN HERE WEDGE OR BENEL®TOP PLATE UNDER .v" TOP END OF BEVEL CUT ON TCP CHORD LATERAL CHORD OF TRUSS EXI-NS10NS. BRACE CR'SEOONDARY' (BRACE MAY TOP CHORD FOR WEDGE USE (2) CONNECTION OF OVERLAP WITH MEMBER. NOTE -NAU EA FOR LATERAL BRACE 18 TRUBS CHORD - THAT HEIGHT CF PLATE,NAIL W/tOd jfrO.Q BASED ON BRACE W11t CHORD TO TRUBB YUST ALLOW INTO TOP FORCES DETERMINED FACE OF BRACE CHITEC FOR OF HIP GIRDER BY THE BUO.DM WITH (3)10d) Q DESIGNER GARS l )TE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE LEDGER MAY BE ATTACHED ) EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS 18 DEPENDENT ON LOADING CONOMONS 40 SHOULD BE DETERMINED BY BUILDING DESIGNER. END JACK /RAFTER STANDARD DETAILS (CALIFORNIA SMEI TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUALYRUSS DESIGNS. (3.4 ALT.) 2-B JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (2)100 or 15d NAILS, THROUGH JACK T.C. INTO GIRDER TOP CHORD, TOE- NAILFD, OR ADEQUATE MECHANICAL HANGER PER 3-4 A HIP GIRDER CHORDS B CONNECTION DETAIL'B' (BOT CHORD TO HIP GIRDER) (2)10d or 18d NAILS, THROUGH JACK B.C. INTO GIRDER BOT CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER MANUR CATALOG. NOTE IF 74' SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD OF WEDGES AT THE WALL), THEY MAY BE ATTACHED M THE SMOM CHORD OF THE FIRST END JACK AS PERAI LUMBER REQUIREMENTS: JACK TOP CHORD-. 2X4; 02 OR BETTER OF -L, #1102 OR BETTER CAN S-Pf, #1 OR BETTER S4LF, 02 OR BETTER HEM -FIR, OR 165OF MSR ANY SPECIE JACK BOT CHORD, 2X4; 02 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 02 OkIIIETTER ANY SPECIE. 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 r MMMJM TO V -r MAXIMUM. 00 NOT SPLICE THE BOTTOM CHORD. .TOP CHORD PITCH MAY VARY FROM 412 MINIMUM TO SH2 MAXIMUM. BOTTOM CHORD PTTCH.MUST BE FLAT (CM2). -2X6 RAFTER MAY BE SEAT CUT AT WALL. AND TRIMMED TO 2X4 WIDTH (a. n FOR OVERHANG UP TO 34' (24' ® 45 DEGREES) MAX. .THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYI JE -17' 'PSINT371vi-A Ar -JACK TOP CHORD MUST BE SINGLE BEVELED OR DOUBLE BEVELED 10d or 15d MLS, TMKUUUM EACH JACK T.C. INTO RAFTER TOE- MAILED, PER SCHEDULE BELOW, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NARAIG REQUIRED: 7-O' & 4•-0' JACK T.C. (2) NAILS V4r JACK T.C. (3) NAILS 6'-O' JACK (ONE FACE OF - RAFTER ONLY) (4) NAILS TCLM %A K awfua L -Lu PWIJS 10 LIVE LOAD. TC Ow 14M K O+Mr w'.1S PLATES A NALS DESIGlED FOR GREEN LUMBER VALUES. C AC un am K OLfMMr b a- • WM LOADED FOR 74 MPH. EXPOSURE 'C* MAXIMUIL M RELATION! TO ANY SPEClIC PROJECT. M TO ITS APPLICATION AND Of Elff NO POLOADS, MECHANICAL UNITS, MVAC. SPA"MERS. OR OTHER INT 0 OAS I Gp ITEMS CAUSING ADDITIONAL LOADS ON TM STANDARD JACKS IS TOTAL s w Dan Ww. LO.O M um ALLOW®. WITHOUT SPECIAL DESIGN. 1 -PLY OR MORE GIRDER C C 6 C A C B 9 .RAFTER P1oI,j IO► A •-' AA1 Tf IRB. EJ -11 Trai DETAL f RWYOED AO A i1AiDEiTED a01.YirA TO 7rR AI•r'Nfil►1l[71• ', ► ` MIO ML QM. ITS NOT WEIMED TO RIW ACE OR SUPERCEDE ANY WKM METAL THAT MAY HAVE #EBI PROVIDED MY TME SUING DESKINEJL R I6 T THE IIEiPONIMILJTY OF OTHEM TO VERIFY THE ADEQUACY OF TM DETAIN. M RELATION! TO ANY SPEClIC PROJECT. M TO ITS APPLICATION AND Of Elff APPLIED TO TIO OR ANY WKM ROUE. TRUSiNAL SYSTEM M6UIIES NO 1 -PLY OR MORE GIRDER C C 6 C A C B 9 .RAFTER P1oI,j IO► A •-' AA1 Tf IRB. EJ -11 warning GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly erect, brace, and conned the trusses to the building system. All of the care and quality Involved in the design and manufacture of wood trusses can be jeopardized if the trusses are not properly handled, erected, and braced. THE CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection, the builder/erector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses are not marked In any way to Identify the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recommendations for Handling, Installing 8 Bracing Metal Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Institute, and/or as specified in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. PERMANENT TRUSS BRACING Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the building or erection contractor. This bracing is needed for the proper performance of Individual trusses within the roof or floor system. The design and connection of the bracing to the truss and then to the overall building system is the responsibility of the building designer, and is in addi- tion to the permanent bracing plan, which is also specified by the building designer. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for all bracing as needed to resist these forces. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, care must be taken to avoid LATERAL BENDING of trusses, which can cause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar for larger trusses _41 4150 ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Proper banding and smooth ground allow for unloading of trusses without damage. This should be done as close to the building site as possible to minimize handling. DO NOT break banding until Instal- lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. DO NOT STORE UNBRACED BUNDLES UPRIGHT A L If trusses ere stored vertically. they .hall be braced in e manner that will prevent Upping or toppling. Generally, cueing of the banding is done just Prior to installation. If trusses are stored horizontally, bloddng should be used on eight to ten foot centers, or as required, to mW&n]W lateral bending and moisture gain. CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUSSES. During long term storage, trusses shall be protected from the environment in a manner that provides for adequate ventilation of the trusses. If tarpaulins or other material is used; the ends shall be left open for ventilation. Plastic is not recommended, since it can trap moisture. HOISTING ALL TRUSSES THAT ARE ERECTED ONE AT A TIME.SHALL BE HELD SAFELY IN POSITION BY THE ERECTION EQUIPMENT UNTIL SUCH TIME AS ALL NECESSARY BRACING HAS BEEN INSTALLED AND THE ENDS OFTHE TRUSSES ARE SECURELY FASTENED TO THE BUILDING. AVOID LATERAL BENDING 60° or less . 60° 1l truss length 'I 12 truss length" agline up to 30 feet up to 30 feet' Truss sling is acceptable where these criteria are met. SPREADER BAR SPREADER BAR TOE IN TOE IN TOE IN TOE IN L Approxi/2 to 2/3 J I Approx. t2 to 7!3 _1 I truss length I _jlll f In 'I u truss a p to 60 feet up to 60 feet Tagline Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader bar "TOE IN"; if these lines should ?OE OUT" the truss may fold in half. STRONGBACK/ STRONGBACK/ SPREADER BAR SPREADER BAR Approx. length V3 to J I L APP 2,enA 4 over 60 feet I '_ill iff over 60 feet Tagline Tagline For lifting trusses with spans in excess of 60 feet, it is recommended that a strongback/spreader bar be used as illustrated. The sirongback/spreader bar should be attached to the top chord and web members at intervals of approximately 10 feet. Further, the strongback/spreader bar should be at or above the mid -height of the truss to prevent overturning. The strongback/spreader bar can be of any material with sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bend- ing of the truss. BEGINNING THE ERECTION PROCESS 3) WEB MEMBER PLANE. •X BRACING. AS SHOWN, °° NOT USE SHORT BLOCKS TOBRAE IS CRITICAL IN PREVENTING TRUSSES FROM INDIVIDUAL TRUSSESES WITHOUT A . It is important for the builder or erection contractor to provide substantial bracing for the first truss erecletl. The Iwo or more LEANING OR DOMINOING. REPEAT AS SHOWN TO SPECIFIC BRACING PLAN truing up the rest of the first Set are fled to and rely upon the first truss for stability. Likewise, after this first set of CREATE A SUCCESSION OF RIGID UNITS. DETAILING THEIR USE sses mak trusses Is adequately cross-braced, the remaining trusses installed rely upon this first set for stability. Thus, the Perform- Continuous Xbmclng ante of the truss bracing system depends to a great extent on how well the first group of trusses is braced. lateral bracing GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR One satisfactory method flea the first unit of trusses off to Another satisfactory method where height of building or Web members I-15—f-15-4 a series of braces that are attached to a stake driven Into ground conditions prohibit bracing from the exterior is to max. max. Rik N the ground and securely anchored. The ground brace Ile the first truss rigidly in place from the interior at the X-bracing should be Installed on vertical web member itself should be supported as shown below or It is apt to floor level, provided the floor is substantially completed wherever possible, at or new lateral bracing. Plywood buckle. Additional ground braces in the opposite direc- and capable of supporting the ground bracing forces. sheathing may be substituted for X-bracing. tion, inside the building, are also recommended. Securely fasten the first truss to the middle of the build- Note: Locate ground braces Ing. Brew the bracing similar to exterior ground bracing Web member for first truss dlrady in line shown at left. Set trusses from the middle toward the and epi *45 ith all rows of top chord con- of the building. Property aossbrace the first set of truss- y; , Brace the BRACING REQUIREMENTS USING THE nucus lateral bracing (either as before removing floor braces and setting remaining oQes N bracing mporary or permanent). truces P dj0 PARALLELME CHORDTIPLES TRUSSES 2n4 3rd 8 4th cusses PARALLEL CHORD TRUSSES Fist truss 4 minimum Temporary support wall or temporary scalloWing *D' long dI!!" (helpsear Span when INSSIeS) 5 5`ABotto^ fiords Rml truss to be well , Grouts Dna braced before erection Note: Top chords end some web members ere not of additional units. shown, in order to make drawings mom readable. Bmw the bmdng BeaGround bracing Bearing Late STACKING MATERIALS y 1 Ground stakes Minimum Two tfid Dou 2:M ails 21vT DO NOT PROCEED WITH BUILDING COMPLETION UNTIL mum size ALL BRACING IS SECURELY AND PROPERLY IN PLACE This level represents Platform must tration ggrtd floor on single /f1 be dgMy braced .. story applications Chord INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T , ERECTION TOLERANCE NEVER STACK MATERIALS ON UNBRACED Proper distribution of construction materials is a est • - I , " Length Length OR INADEQUATELY BRACED TRUSSES during construction. Agr of Length ecptable ace :1 • - also or 2' Length16 m 3Z = 1' Length 1 S' l0 3Z .1* yd Instout. Plumb Bob Length 3Z 8 over - 2' Length 3Z 8 over a 2' bearing wall Complying with erection tolerances is c6" tri achloving'an acceptable roof or floor line, AND TO ACCOMPLISHING EFFECTIVE BRACING: Seting busses within tolerance the fired time will prevent the need for the hazardous practice of ble respacing or adjusting trusses when root sheathing or roof pudble am installed. Trusses Iewing or bowing can cause nails over load to mise the top chords when sheathing Is applied. and create cumulative stresses on the bracing, which Is a frequent cause bearing wag of dombldng. WHEN SHEATHING. MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. NEVER STACK MATERIALS NEAR A PEAK BRACING o _ Always stank materials over hip or more lasses. NEVER STACK MATERIALS ON THE Not to exceed 4'0' maximum from bearing q' CANTILEVER OF A TRUSS 4TH DO NOT INSTALLTRUSSES DO'NOT WALK ON DO NOT WALK ON TRUSSES ON.TEMPORARILY UNBRACEDTRUSSES OR GABLE ENDS LYING FLAT CONNECTED SUPPORTS direction All anchors. hangers.tie-dnwrn, seats. bearing ledgers. of force nailing ails etc., that are earl of the supporhm9 atnrMlre shall be brace Rooting and mechanical contractors are cautioned to accurately and property: placed-.and permanently, • atIsstatic materials only along outside supporting membem attached before teas. installation. begin& .No lasses • s or directly over Inside supporting members. Trusses are shall ever be Installed on archon or ties that larva tem- not designed for dynamic loads (I.e., moving "Idles). r dl `pl ce poetry connections tothe supporting structure. oil NEVER OVERLOAD SMALL GROUPS OR Extreme care should be taken when loading and slacking forceSINGLE TRUSSES. POSITION LOAD OVER construction materials ('°flea roofing, mechanical equip. — - Bilin NAILING SCABS TO THE END OF THE BUILDING TO AS MANY TRUSSES AS POSSIBLE. meat, etc.) on the roof or floor system. 9 BRACE THE FIRST TRUSS IS NOT RECOMMENDED, <A :,AD naNrig of bracing should be done so that nab are NAILS IN WITHDRAWAL even perpendicular to the dlrecfiw of force, as shown WELL NAILED ' (PARALLEL TO,FORCE) . ai right.'.. - (PERPENDICULAR TO FORCE) Sleeps BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Temporary erection bracing must be applied to three planes of the roof system to ensure stability: Plane 1) Top Chord Panel print . (sheathing), Plane 2) Bottom Chord (ceiling plane), and Plane 3) Web Member plane or vertical plane perpendicular to Sleepers for medlankal equipment should be located at trusses. - panel points Dolnts) or over mein supporting members, 1) TOP CHORD PLANE. Most Important to the builder or 2) BOTTOM CHORD PLANE. In order to hold proper NEVER CUT ANY STRUCTURAL and only on trusses that have been designed for such erection contractor Is bracing in the plane of the lop spacing on the bottom chord. temporary bracing Is rec- MEMBER OF A TRUSS. bads. Mord. Truss top dards are heaths susceptible to lateral budding ommended on the top of the bottom Mord. CAUTION NOTE S Debre they ere braced or sheathed. Top Cho Continuous Web members lateral bracing Ertors in building lines and/or tlimensfons, w error by others shall be cortectetl by the contractor or responsible can- Continuous lateral Web Continuous stru tion trade subcontractor or supplier BEFORE erection of trusses begins. bracing lateral Cutting of nonstructural overhangs Is considered a pan of normal erection and shall be done by the builder w erection con- Bottom Cho Diagonal racing . ///bracing Minimum 2x4x10 Bottom Chord tractor. Minimum 2x4x10' S / / 1 lateral bracing lapped gas' lateral bracing lapped f I over two trusses at .5 Any field modification that involves the anOcg, drilling, or relocation of any structural truss member or connector plate shall over two trusses a S' to 10' ' each emit. not De done without the approval of the truss manuF4elurer w a licensed design professional. each end. The methods and procedures Outlined are Intended to ensure Nal the overall construCtbrt t8dmlquea employed whl put hoot and tool trusses SAFELY N pace Ina completed structure. TMs* recwmmO datfone for bracing wood Trusses mppnate from the cahedlve vow demo of leading technical pentands N the wood Puse irWlrstry. but musL due to the nervre of responsiDtlifies trwotvird, be platu nted only as a GUIDE for use by a qualified butting designer, builder, w erection contractor. Thus. the Wood Truss Coundl d America 45• expressly disclaims and responsibility far damages arising Iran ate use. appk:atim. w reliance on ate recommendauons and Into- 20' ' tion contained herein. Selected text and figures referenced or reproduced Connect end from HIB and OSB by permission of the Truss Plate 20' Not to scale. of bracing to rigid institute. Madison, WI. Diagonal breath support or add diagonal repeated every 0- at at approximately 20- 45* angle to trusses ' intervals (repeat at both ends).' ' Long spans, heavy bads or other spacing configurations WOOD TRUSS COUNCIL OF AMERICA EXACT SPACING BETWEEN TRUSSES SHOULD BE may require closer spaarg between lateral bracing and IMTM One WTCA Center MAINTAINED AS BRACING IS INSTALLED to avoid the closer intervals between tliagonals. Consult the building 6300 Enterprise Lane haiardoue practice of remain bracing to a 'ust Spec. desigmer, HIB, DS8 (Recommended Design Specification p g 9 po for Temporary Bmdng of Metal-Plae Connected Wood Madison, WI $3719 Ing. This act of "adjusting spacing' can cause cusses W Tosses) or wTCA's Truss Technology for Builders 608/274-4849 • 608/274-3329 fax topple if connections are removed at the wrong time. Temporary Bracing flyer. 07EI wtea®woodtruss.COm • wWw.Wo0d russ.COm DIAGONAL OR CROSS-BRACING IS VERY IMPORTANT! Daoydgrd0198.2hb1 Wood rmsaCeandlatAmerica PWwnt1.11 rw. otOtrt EMPEZAR EL PROCESO DE ERECCION Es impo lone qua of onstniesor o al contmlisto de mecci6n m.ltengo Is refumaos susmnciales pom to primer mmodum (cabrillo) lawnto- do. los siguiemes annadums (patellas) del primer bulm aemn madam of primer bubo. Este voceso se requitre pans abtener mos estabilidod. Igualmente, despuds quit of primer bulto de amrodums (cabrillos) a.16 opropiadr.rot amente ndodo an fipo de tel rsto de Im mr?odums (cabrillas) instafodos dependen del primer bulto pom obrener mtobilldod. As[, to col'dod del sistemo de refuerms; an las omladums (cabrltks) depends muco an el sitema de reluersm del primer bulto. EL REFUERZO DE SUELO - EXTERIOR EL REFUERZO DE SUELO - INTERIOR Un m6todo satisfactorio ole of primew, g.po de los omrodums Otto m6todo wtisfodoria qua to attum de edificio o los condiciones (cabdllos) de um serie de be reluertoe qua son wietadm a un poste do suethib proen Im ref tenomu n al exterior es ar to prim ormudu. qua as dovodo en el suelo y s andodo con saguMM. EI refuerm . (mbnlla) rigidomente an posid6n del interior of nivel del also, con de sueto ori mismo dobe ser opoyodo cam mumire ubojo o as tol de qua of piso no ombodo sustandolmeme y capon do -tester propeneo a comber. M6s refuerma de "a an to direcd6n opuesto, los lues rs de los refuersos de $veto. Reluerto of refuano tel tomo el interior del edifido, son oconsaimies tombi6n. refu ma de Pao le.mplo of hquiesdal. Sulam can segurided to primer ormodum (cabrilb) can al media holo of fin del edit cio. Nota: Colum Im rd_ de rude pa to - Comrtumslte refuerm at primer Erupts de omoduros (mbAfi.) an ph.r omadum ) ave m dueaamema fomo de crus antes de queer Im mfw= de pilo y calmer el reaa to ..ft a— hecto ca m" laadgwa de las amodu.s (cabrillas). ' lennpard o pamran«mel. 2x4 mlnimo 45 b omdua l.brWo) deb ser Z nalonaeo dart arae e. le.antm d raberm de ..r......, w...r., n i avpas odltlar,ok.. I 2os, 3s r 4os amodum (cabd0.) la primer armodum (cabala) parW amoud e. .o• pone o d ondomle rompo. I (armee nardo NrMbr las edalm a amadva a Tea d. Ica mbmba de le amadua I.b.&D _ DE REFORM O EL CIERRE INADECUADO ES UNA CUASA PRIN- 1) EL RANO DE U CUERDA DE ARRIB , EI mfueno . at plats de to cuerda de ambo s to m6s imponame poen at constructor o of con. irotisto de eremi6n las amadums (cabals) de I. cuedas do arribo son susceptible• o combat antes de qua seen mfonadm a revestides. to cuama da arab cans . DE ERECCION 2) El RANO DE U CUERDA MAS BAW Pam nener al epodo car. two an to overdo cads bojo, of ydueno temporal as re.mendodo do ambo do to cuarde mats bap. rab.rto tetrad r m Im erombm P.I.- lateral I c.minuo raHano da band caainuo . btard 1 ta cu.mo -6. bop Rluam oominuo EI mwaa he.la rdumo 6 b cuerda cant bop . Marl ay. a wubpodo a mrrdmo R.x.la rduan Ica. d. do. ormodury B a 10' ad . o w.lapa6o lcabdpad a endo en. dd Mamadurm (mbAW `q a aa' . tee. am ,eo' b. do -da 5 , °4 baodln ddr b' aim r""'""") lomGm ralua endue d .upon Vdo o aumma el reluersa de myero da cawo. w. o b. buer.abs ambo Ibrnaopaddl.- a d. 7(r 4allo u m EL ESMCIO EXACTQ ENTRE LAS ARMADURAS (CABRRLAS) DERE ' los —,gad.., largos, tors .rg. pesodos o oro med&n del SER MANTENIDO DURANTE LA INSTAIACION DE REFUERZO paraespocio necesiten at aspocio rods cercano entre of mf..lateral evimrio mNmbre pelpm e de quitor at refuer. Pans modificar el y los interwbs mds cercams entre diagonals. -Consuls at dis- aepmio. este octo ife'modifi.rdo at aspado* puede causer qua las efiodor del edilicfo o HIS y DSB (Recommended Design armoduos (cabrillos) nor vdquen d las juntas .n quitodas at niempo Specification fa Teinponuy gracing of Metol Ram Connected Wood equiv ndo. Trusses) Pa. detalls. IEL REFUERZO DE CRUZ 0 DIAGONAL ES MUY IMPORTANTE! 3) EL KANO DEL .MIEMBRO DE LA RED. W REFUERZO, COMO NO USE LOS BLOQUES CORTOS PARA REFORM MOSTRADO, ES CRITICO PARA IMPEDiR QUE IAS AWrDURAS(CABRIL., LAS ARMADURAS(CABRIUAS) INDMDUALES SIN UN IAS) SE INCUNEN O HAGAN FICHA DE DOMING. REPITE COMO PIAN ESPECIFlCO DE REFUERZO QUE MOSTRADO PARA CREAR UNA SUCE516N DE GRUPOS RIGIDOS. EI refuerm lateral X Refueno DETALLEN SU USO y continuo Los miername de b red m mdnrra ) •mfuerto debe ser instando an bs miembms de lo red vertical don• dequiem stet es posible, an o term del refueao lateral. to modem contradopoda abient puede ser sustilNodo por x• nehwerm.kvmm o to miembrm de to red ' .v irtO213 of refueno t°6a LOS REQUISROS DE REFUERZO QUE USEN LOS PRINOPIOS MISMOS APUCAN ALAS ARMADURAS (CABRILIAS) DE CUERDA EN PARALELO ten cumd..6, bojas ' y Nom: los arerdas de aMbo y alguncs miemb.s de to red no son mostratim, para hater Ica dibujas mats kgibb; . LAS MATERIAS DE AMONTONAR NO CONTINGE CON IA TERMINAC16N DE EDIFICIO HASTA QUE TODOS LOS REFUERZOS ESTEN COLOCADOS CON SEGURIDAD NUNCA AMONTONE LAS MATERI S EN LAS A MADURAS (CAMILLAS) QUE NO ESTEN REFORZAD/S O SEAN REFORZADASINADECUADAMENIE NUNCA AMONTONE LAS MATE" CERCA DE UNA CIMA NUNCA AMONTONE LAS MATERIAS EN LA VOLADQA DE UNA ARMADURA (CABRILLA) O NUNCA SOBRECARGUE LOS GRUPOS PEQUENOS NI LAS ARMADURAS (CABRILLAS) SOUS. COLOCA LA CARGA ENCIAM DE VARUS ARMADURAS (CABRILLAS) NUNCA CORTE NINGUN MIEMBRO DE ESTRUCRIRA DE UNA ARMADURA (CABRILL ) to plotolomos'nemsim ser opunmbdo con dgids Lo distdin, correda de las materiae de constnxti 6n m neeesodo dumme mnstw+ttl6n. Siemp. amontom los materia: por encimo de dm o mus am.dums (cabd0os). No exceder 4'0' mdldmo de cojimte r 4*0' '4—D' ,- Los comrotisrn de nacho y mecdniw son amonsmdon clue amon- mnar los motarios Womeme pa los miembms eneriman de epumo. car a diredamenle par end= los miembros Interims de opuntalor. .Ica -hill. de amoduns no son disehad. par las cargo. diMmi- ms (par ejemplo, Its, vehkubs .&A.). EI cuidodo e#remo deb. ser use& cuendo cargando y amomonardo las mwerios de comauc- .d6n (b tedumbre amollodo, of equips mecdaco, etc.) an of techo y d sw.- de Pi.. . Ica St.-, .I®1 w EI puma de panel I I las limens pot at equipo mec6nko deben ser c.6codos o be punt. de poral Gunton) o par anima Ips pincipols miembros opumalodoe, y solameme an los cuchillos de ormodum qua hablo ser dintiodors pa las .,gas tomo I.S.u NOTAS DE ADVERTENCIA Ins emsres de Ica tineas y/o las dimemmnms miemEms de les cuchillos de cr=dvm modem, paw elLos nacesimn, o cause do la del edifido,.a los arrows Por arm deben ser asmuchmal o at pfato coreetor no dobe ser noturolem de los respomabilidodes comph. 'cortegidos Por of tom.tieta o por of subcon. hecho sin to opmbaci6n del lobricante de las codas, ser presemodas sommente corm um tretism de comerdo de comtruccion de confi. cuchigm de ommdum o un ou drodo prate. GUTA para el use par un dimModor.pecim. oma o por el suministrodor ANTES DE to car, sioml de diseho. do de edificim, un constructor o un contraturo soucci6n de los cuchillos de armadum de construcci6a Por e., el Wood Trust empeto. Los Arad. y I. m-dimients qua .n Council of Amen. e.presome-le neEo algu- efirmads son terdds intentions pons one. ms respauabilidodes por Is darts derman. EI coriar deIs .liems noestrudunsls as gurm qua todos Ian t6mkos de construcd6n do del so, to aplicad6n o depandencia de considemdo um pane de to -mmuccidn car. usadas los pondr6n con SEGURIDAD an posi. las sugerencis y Its infonrodbn qua es con. mol y debe ser hecho Pa of constructor o at ci6n an um arrudum completo a bs cuddl. temdo aqui. cantnstisto de conshucci6n. Is de ormodum del pin y del techo. Esme sugeremias pom opuntols Is cuchillos de EI texto seledo and las figums mencionados o AJgum modifi.ddn de imbojo del compo annodum de modem surges de Is uperiencfa mpmduddas de HIS y OSB por permiw del qua incluyen of toner, el tolodnsr o el cambiar celectim del major personal t6cnko an m Truss Rate Institute, Madison, WI. de una location nuem de algums de los industdo de cuchillos de amnedu. de Ede b into d- de WfCA rat lel— un baduccan ped.' - If d the Mention of WMA to m o pretext b.pdtsdtsn from de Ingle; a Espanol. WTCA an encapets a gommm qua tods English to Spanish. WTCA is not able m guammae dpot a11 of de Ica oaduaoans sen e.tlo o arde.mente amdo. the hombtian me aped or txdim y omnote (dmf. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center WTCRw 4-48 Enterprise Lane Madison, WI 53719 608/274-4849 • 608/274-3329 lox vdca@«oodtruss.com •—.woodtrvss.com Copyright 0 2000 Wood Truss Council of America . Trento T.mo t'/cans b T.- 16' a 37 a 1' . T.37 r mite= Y ilile'de `,techo o Pisa, Y PARA REAUZAR EL REFUERZO EFI. iide"dliSi:la,_.idad por to cadumbre pellgrmo de we 2) El RANO DE U CUERDA MAS BAW Pam nener al epodo car. two an to overdo cads bojo, of ydueno temporal as re.mendodo do ambo do to cuarde mats bap. rab.rto tetrad r m Im erombm P.I.- lateral I c.minuo raHano da band caainuo . btard 1 ta cu.mo -6. bop Rluam oominuo EI mwaa he.la rdumo 6 b cuerda cant bop . Marl ay. a wubpodo a mrrdmo R.x.la rduan Ica. d. do. ormodury B a 10' ad . o w.lapa6o lcabdpad a endo en. dd Mamadurm (mbAW `q a aa' . tee. am ,eo' b. do -da 5 , °4 baodln ddr b' aim r""'""") lomGm ralua endue d .upon Vdo o aumma el reluersa de myero da cawo. w. o b. buer.abs ambo Ibrnaopaddl.- a d. 7(r 4allo u m EL ESMCIO EXACTQ ENTRE LAS ARMADURAS (CABRRLAS) DERE ' los —,gad.., largos, tors .rg. pesodos o oro med&n del SER MANTENIDO DURANTE LA INSTAIACION DE REFUERZO paraespocio necesiten at aspocio rods cercano entre of mf..lateral evimrio mNmbre pelpm e de quitor at refuer. Pans modificar el y los interwbs mds cercams entre diagonals. -Consuls at dis- aepmio. este octo ife'modifi.rdo at aspado* puede causer qua las efiodor del edilicfo o HIS y DSB (Recommended Design armoduos (cabrillos) nor vdquen d las juntas .n quitodas at niempo Specification fa Teinponuy gracing of Metol Ram Connected Wood equiv ndo. Trusses) Pa. detalls. IEL REFUERZO DE CRUZ 0 DIAGONAL ES MUY IMPORTANTE! 3) EL KANO DEL .MIEMBRO DE LA RED. W REFUERZO, COMO NO USE LOS BLOQUES CORTOS PARA REFORM MOSTRADO, ES CRITICO PARA IMPEDiR QUE IAS AWrDURAS(CABRIL., LAS ARMADURAS(CABRIUAS) INDMDUALES SIN UN IAS) SE INCUNEN O HAGAN FICHA DE DOMING. REPITE COMO PIAN ESPECIFlCO DE REFUERZO QUE MOSTRADO PARA CREAR UNA SUCE516N DE GRUPOS RIGIDOS. EI refuerm lateral X Refueno DETALLEN SU USO y continuo Los miername de b red m mdnrra ) •mfuerto debe ser instando an bs miembms de lo red vertical don• dequiem stet es posible, an o term del refueao lateral. to modem contradopoda abient puede ser sustilNodo por x• nehwerm.kvmm o to miembrm de to red ' .v irtO213 of refueno t°6a LOS REQUISROS DE REFUERZO QUE USEN LOS PRINOPIOS MISMOS APUCAN ALAS ARMADURAS (CABRILIAS) DE CUERDA EN PARALELO ten cumd..6, bojas ' y Nom: los arerdas de aMbo y alguncs miemb.s de to red no son mostratim, para hater Ica dibujas mats kgibb; . LAS MATERIAS DE AMONTONAR NO CONTINGE CON IA TERMINAC16N DE EDIFICIO HASTA QUE TODOS LOS REFUERZOS ESTEN COLOCADOS CON SEGURIDAD NUNCA AMONTONE LAS MATERI S EN LAS A MADURAS (CAMILLAS) QUE NO ESTEN REFORZAD/S O SEAN REFORZADASINADECUADAMENIE NUNCA AMONTONE LAS MATE" CERCA DE UNA CIMA NUNCA AMONTONE LAS MATERIAS EN LA VOLADQA DE UNA ARMADURA (CABRILLA) O NUNCA SOBRECARGUE LOS GRUPOS PEQUENOS NI LAS ARMADURAS (CABRILLAS) SOUS. COLOCA LA CARGA ENCIAM DE VARUS ARMADURAS (CABRILLAS) NUNCA CORTE NINGUN MIEMBRO DE ESTRUCRIRA DE UNA ARMADURA (CABRILL ) to plotolomos'nemsim ser opunmbdo con dgids Lo distdin, correda de las materiae de constnxti 6n m neeesodo dumme mnstw+ttl6n. Siemp. amontom los materia: por encimo de dm o mus am.dums (cabd0os). No exceder 4'0' mdldmo de cojimte r 4*0' '4—D' ,- Los comrotisrn de nacho y mecdniw son amonsmdon clue amon- mnar los motarios Womeme pa los miembms eneriman de epumo. car a diredamenle par end= los miembros Interims de opuntalor. .Ica -hill. de amoduns no son disehad. par las cargo. diMmi- ms (par ejemplo, Its, vehkubs .&A.). EI cuidodo e#remo deb. ser use& cuendo cargando y amomonardo las mwerios de comauc- .d6n (b tedumbre amollodo, of equips mecdaco, etc.) an of techo y d sw.- de Pi.. . Ica St.-, .I®1 w EI puma de panel I I las limens pot at equipo mec6nko deben ser c.6codos o be punt. de poral Gunton) o par anima Ips pincipols miembros opumalodoe, y solameme an los cuchillos de ormodum qua hablo ser dintiodors pa las .,gas tomo I.S.u NOTAS DE ADVERTENCIA Ins emsres de Ica tineas y/o las dimemmnms miemEms de les cuchillos de cr=dvm modem, paw elLos nacesimn, o cause do la del edifido,.a los arrows Por arm deben ser asmuchmal o at pfato coreetor no dobe ser noturolem de los respomabilidodes comph. 'cortegidos Por of tom.tieta o por of subcon. hecho sin to opmbaci6n del lobricante de las codas, ser presemodas sommente corm um tretism de comerdo de comtruccion de confi. cuchigm de ommdum o un ou drodo prate. GUTA para el use par un dimModor.pecim. oma o por el suministrodor ANTES DE to car, sioml de diseho. do de edificim, un constructor o un contraturo soucci6n de los cuchillos de armadum de construcci6a Por e., el Wood Trust empeto. Los Arad. y I. m-dimients qua .n Council of Amen. e.presome-le neEo algu- efirmads son terdds intentions pons one. ms respauabilidodes por Is darts derman. EI coriar deIs .liems noestrudunsls as gurm qua todos Ian t6mkos de construcd6n do del so, to aplicad6n o depandencia de considemdo um pane de to -mmuccidn car. usadas los pondr6n con SEGURIDAD an posi. las sugerencis y Its infonrodbn qua es con. mol y debe ser hecho Pa of constructor o at ci6n an um arrudum completo a bs cuddl. temdo aqui. cantnstisto de conshucci6n. Is de ormodum del pin y del techo. Esme sugeremias pom opuntols Is cuchillos de EI texto seledo and las figums mencionados o AJgum modifi.ddn de imbojo del compo annodum de modem surges de Is uperiencfa mpmduddas de HIS y OSB por permiw del qua incluyen of toner, el tolodnsr o el cambiar celectim del major personal t6cnko an m Truss Rate Institute, Madison, WI. de una location nuem de algums de los industdo de cuchillos de amnedu. de Ede b into d- de WfCA rat lel— un baduccan ped.' - If d the Mention of WMA to m o pretext b.pdtsdtsn from de Ingle; a Espanol. WTCA an encapets a gommm qua tods English to Spanish. WTCA is not able m guammae dpot a11 of de Ica oaduaoans sen e.tlo o arde.mente amdo. the hombtian me aped or txdim y omnote (dmf. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center WTCRw 4-48 Enterprise Lane Madison, WI 53719 608/274-4849 • 608/274-3329 lox vdca@«oodtruss.com •—.woodtrvss.com Copyright 0 2000 Wood Truss Council of America . GENERAL Lo fomiliaridod con los DOCUMENTOS DEL DISEWO DE CONSTRUCCI6N, los DIBUJOS DEL DISERO DE ARMADURAS (CABRILLAS) y los PIANOS -DE LA POSIC16N DE ARMADURAS (CABRILLAS) (si se requerida pot los DOCUMENTOS DEL DISENO DE CONSTRUCCI6N) es requerida pont corredamente levontar, reforior y corrector las armoduros (cabrillos) of sistemo de edificio. Todo of cuidodo y colidod qua son envuelta con los disenos y to fobricacion de las armoduros (cabrillas) de, modem pueden ser orriesgodos si las ormoduros (cabrillas) no son conectomente manejodas, levantodos y reformdas. LAS .CONSECUENCIAS DEL IMPROPIO MANEIO DE LAS ARMADURAS (CABRILLAS) PUEDE RESULTAR EN UN HUNDIMIENTO DE LA ESTRUCTURA, ESTO PUEDE RESULTAR EN UNA PERDIDA SUBSTANCIAL DE TIEMPO, MATE - RIAS, Y POR LAS PEORES EN UNA PERDIDA DE =k LA MAYORIA DE LOS ACODENTES CON LAS ARMADURAS" (CABRILLAS) OCURRE DURANTE LA INSTALAC16N DE LAS ARMADURAS (CABRILLAS) Y NO COMO UN RIESULTA- DO DE LOS DISEF 0S NI LA FABRICACION IMPROPUA Antes de to erecd6n.de los ormodums; (mbrillos), of constructor necesita reunirse con los miembms de to consbvcci6n pom uno reuni6n sabre to seguridod y to planificaci6n, pant osegurar que coda miembro entiendo-sus popeles y responsobilidades dumnte of proceso de LA construcci6n. EL REFUERZO TEMPORAL DE CONSTRUCCION Lm artmdums (cabrillas) no son manmadm on ninguna mortem para identifimr la freaendo ni lo aud6n de refuer- so temporal de mnshuod6n. Todos los refuerzos temporofes deben cumplir can to m6s nuevo edici6n de Commenrory and Recommendations For Handling, Installing & Bracing Metal Plate Connected Wood Trusses (HIB), publicodo pot of Truss Plate Institue y/o mmo espedRc6 en los DOCUMENTOS DEL DISERO DE CONSTRUCC16N que son preparo. dos pot of diseAodor del edificio. REFUERZO PERMANENTE DE. ARMADURAS (CABRILLAS) EI refuerzo permonente pot of techo a las armodums (mbrillos) del suelo es responsabifidod del dimAodor del edificio V debe ser mostrodo an los DOCUMENTOS DEL DISERO DE CONSTRUCCI6N. Las situations del refuerzo permo- nente par los inclMduoles miembms de compresi6n de una armaduro (cobrillo) de modem son mostmdos en los DIBU. JOS DEL DISERO DE ARMADURAS (CABRILLAS), y deben ser instolodos pot el controtisto del edificio o el controtisto de Io mnstrucci6n. Este refuerzo es necesorio pont of procedimiento propio de las ormodums (mbrillos) individucles dentro del sistemo del techo o of suefo. EI diseno y to junturo de los refuenos o los armoduros (cabrillas) y entonces al sistemo total del edificio son los responsabifidodes del diseAodor del edificio, y es en adici6n of plan del refuento per- monente, que es tombi6n especificado pot of disehodor del edificio. LOS REQUISITOS DE DISENO ESPECIAL Los requisitos de diseno especial, tal tomo el refuerzo de viento, of refuerro de portal, el refueno'sismico, diafmgmos, las Paredes de seporocion u otros elementos de cargo de tronsferencia y sus junturos o las armoduras (cabrillos) de madero necesitan ser considerodos aparte poi of diser5ador de edificio, quieo debe determinar of tamano, to situaci6n y el m6todo de juntums poro todos los refuenas mmo necesario poro resistir estas fuerms. DESCARGAR Y LEVANTAR . EVITA EL DOBLAJE LATERAL NUNCA TRATE LAS ARMADURAS (CABRILLAS) EN FORMA PLANA AI principio del proceso de decorgo y pot todos las loses de construcci6n, necesito user cuidodo porn evitor EL DOBLA. JE LATERAL de las armoduros (cobrillas), que puede cousor'do6o a to madero y las 16minos de juntum. -„ USE CUIDADO ESPECIAL EN COMA VENTOSO. SI USA UNA GROA DENTRO DE 10 PIES DE UN HILO DE ELECTRICIDAD, P6NGASE EN CONTACTO CON IA COMPAN(A DE ENERG(A LOCAL SI USA UNA GROA DENTRO DE 5 MILLAS DE UN AEROPUERTO, P6NGASE EN CONTACTO CON EL AEROP. • UERTO 30 D(AS ANTES DE LA CONSTRUCC16N PARA APRENDER SOBRE ALGUNAS REGLAS DE SEGURIDAD QUE NE-CESITEN SER OBEDECIDAS. EL ENCARGARSE DEL SITIO DE TRABAJ.O Lo barn de esparcidor para " 'las ormoduros (cabrillas) mayores en tomano a TODAS LAS ARMADURAS (CABRIUA5) DEBEN SER RECOGIDAS POR US CUERDAS DE ARIBA EN 56LO UNA POSIC16N VERTICAL Lo correo opropiodo y of suelo lino permiten quo no se danen los ormodums (cabrillos) of momento del descarge. EI descorge debe ser hecho cerco del edificio pont ieducir el tratomiento. NO ROMPA Io carreo hosts qu6 to instolocidn empieze. La erecci6n a mano'de las omwdums (cabrillas) es permitido, a condi- ci6n que of exceso doblaje.laterol sea prevenido. NO ALMACENE BULTOS• r • NO ALMACENE EN SUELO o .• 51 bs emvadu.s lmbr;ibsl son almocenadosvert-1 este, deben ser Si los amiadums (cabntlm) son almacenadW relareadm en um more. we Impida volar y memo. En geneml, bloques deben ser usados en el cant. de odioto dlez"t"pi conar to cameo es hecho emdomente aures de to i.tobci6n. nemmorio, po. redudr el dohlap lateral ytbrg`anado,de: Dumme of almocenoje a largo plaza, las ormodums (cabrillos) deben or ero que permite ventiloci6n suficiente de las armodums (cabrillas). Si los los fines necesitan estor 6biertos pont ventiloci6n. EI pl6stica no es recgrt $1ECESITAN SER SOPORTADAS A EL TIEMPO QUE TODOS LOS DE ARMADURA SON ASEGURA- Use la burro de esparcidor en TODAS otras situociones. Debe ser notodo que las lineas de los fines do to borro dt esporcidor'CONFORMARSE DENTRO'; si estas lineos deben 'CONFORMARSE AFUERA las ormoduros (cab ills{ doblen en to mitod. LA BARRA DE . ESPARCIDQR !A BARRA DE ' I.—.( ESPARCI R I`b a,.'ho'/. del amoeo, I I gpm..'hdd . de 10 ammdur• Icasdbl IIf^ td'"b mmod,m (cehrJb) sb. ee a rro, ae eo Pin . La co1611. to coletillo Para levontor armoduras (cabrillas) m6s de 60 pies, es recomendodo que uno Boma de esparcidor sea usodo comr ilustrodo. to borro de esparcidor debe ser sujetodo o to cuerdo de orriba y los miembms de red a los intervatos d. oproximodamente 10 pies. M6s, to barro de esporcidor debe ser o to oitum media o encimo to alturo medio.de to ormodums (cabrillas) poro impedir volcocion. Lo burro de esparcidor puede ser de otguno materio con to fuerzo sufi . ciente poro Ilevor con seguridod el peso de los mchillos de armoduro y de to rigidez suficiente poro resistir-ode cuodamente el doblaje de las ormoduros (mbrillos).